จ้างก่อสร้างระหว่างดำเนินการ
ประกวดราคาจ้างก่อสร้างงานโครงสร้างสะพาน ปริมาณงาน 1 แห่่ง โครงการกิจกรรมพัฒนาสะพานและระบบระบายน้ำ ทางหลวงหมายเลข 3034 ตอนควบคุม 0100 ตอน หน้าพระลาน - บ้านครัว ที่ 16+376 MLR
กรมทางหลวง โดย ศูนย์สร้างและบูรณะสะพานที่ 3 (ปทุมธานี) 69039422249
รายละเอียดการจ้าง
โครงการนี้มีวัตถุประสงค์เพื่อปรับปรุงและเสริมสร้างโครงสร้างพื้นฐานด้านคมนาคม โดยเป็นการจ้างก่อสร้างสะพานใหม่จำนวน 1 แห่ง ตั้งอยู่บนทางหลวงหมายเลข 3034 ตอนควบคุม 0100 ช่วงหน้าพระลาน - บ้านครัว บริเวณกิโลเมตรที่ 16+376 (MLR) การก่อสร้างสะพานนี้จะช่วยเพิ่มขีดความสามารถของโครงข่ายทางหลวง รองรับปริมาณการจราจรที่เพิ่มขึ้น และยกระดับมาตรฐานความปลอดภัยในการเดินทาง ขอบเขตงานครอบคลุมตั้งแต่การออกแบบรายละเอียด การเตรียมพื้นที่ การก่อสร้างฐานรากสะพาน (เสาเข็ม) การก่อสร้างเสาตอม่อ (Abutment และ Pier) การก่อสร้างพื้นสะพาน (Slab Bridge, Box Beam) รวมถึงงานติดตั้งอุปกรณ์ประกอบสะพานที่จำเป็น เพื่อให้สะพานที่สร้างขึ้นมีความแข็งแรง ทนทานต่อสภาพแวดล้อม และเป็นไปตามมาตรฐานการออกแบบของกรมทางหลวง
English summary
This project involves the construction of one new bridge on Highway No. 3034, Section 0100, from Na Phra Lan to Ban Krua, at Kilometer 16+376 (MLR). The objective is to enhance transportation efficiency and safety. The scope of work primarily includes the construction of the bridge structure, encompassing foundation works, pier construction, bridge deck, and other related components, ensuring a robust, durable, and standard-compliant bridge.
สถานที่ดำเนินการ
ทางหลวงหมายเลข 3034 ตอนควบคุม 0100 ตอน หน้าพระลาน - บ้านครัว
ข้อมูลเชิงลึกของโครงการ
AI วิเคราะห์ ปลดล็อกแล้วเป้าหมายโครงการ
- เพื่อปรับปรุงและเสริมสร้างโครงสร้างพื้นฐานด้านคมนาคม
- เพื่อเพิ่มขีดความสามารถของโครงข่ายทางหลวง
- เพื่อรองรับปริมาณการจราจรที่เพิ่มขึ้น
- เพื่อยกระดับมาตรฐานความปลอดภัยในการเดินทาง
ขอบเขตของงาน
- การออกแบบรายละเอียดโครงสร้างสะพาน (หากมีระบุใน TOR)
- การเตรียมพื้นที่ก่อสร้าง
- การก่อสร้างฐานรากสะพาน (Pile Foundation) รวมถึงการตอกเสาเข็ม (Driven Pile)
- การก่อสร้างเสาตอม่อฝั่ง (Abutment)
- การก่อสร้างเสาตอม่อกลางน้ำ (Pier) โดยแบ่งตามความสูง (สูงกว่า 3.00 เมตร และต่ำกว่า 20.00 เมตร)
- การก่อสร้างพื้นสะพาน (Slab Bridge) สำหรับช่วงความกว้าง 10.00 เมตร
- การก่อสร้างพื้นสะพาน (Box Beam) สำหรับช่วงความกว้าง 20.00 เมตร
- การก่อสร้างรอยต่อพื้นสะพาน (Expansion Joint)
- การก่อสร้างทางเท้า (Sidewalk)
- งานโครงสร้างอื่นๆ ที่เกี่ยวข้องตามแบบ
สิ่งที่ต้องส่งมอบ
- สะพานโครงสร้างใหม่ 1 แห่ง ตามแบบมาตรฐานและข้อกำหนด
- เอกสารประกอบการก่อสร้างและรายงานต่างๆ ตามที่ระบุในสัญญา
ระยะเวลาดำเนินการ
- ระยะเวลาการก่อสร้าง: ไม่ได้ระบุชัดเจนในเอกสารที่แนบมา แต่มีวันที่อนุมัติแบบคือ 6 ก.พ. 2564
คุณสมบัติผู้เสนอราคา
- Eligibility Requirements:
- เป็นนิติบุคคล ผู้รับเหมา หรือผู้มีคุณสมบัติที่หน่วยงานราชการกำหนด
- มีผลงานการก่อสร้างสะพาน หรือโครงสร้างคอนกรีตเสริมเหล็กที่เกี่ยวข้อง
- Standards Compliance:
- การออกแบบและการก่อสร้างต้องเป็นไปตามมาตรฐาน AASHTO LRFD Bridge Design Specifications, ACI 318, BS 5400 และมาตรฐานอื่นๆ ที่เกี่ยวข้อง
- วัสดุที่ใช้ต้องเป็นไปตามมาตรฐาน TIS (Thai Industrial Standard) หรือมาตรฐานสากลที่ยอมรับ
- Experience:
- มีผลงานการก่อสร้างสะพาน หรือโครงสร้างคอนกรีตเสริมเหล็กที่เกี่ยวข้อง (รายละเอียดปริมาณงานและมูลค่าผลงานต้องตรวจสอบจาก TOR ฉบับเต็ม)
- Previous Project Cost:
- ไม่ได้ระบุชัดเจนในเอกสารที่แนบมา (ต้องตรวจสอบจาก TOR ฉบับเต็ม)
- Technical Capabilities:
- มีความสามารถในการบริหารจัดการโครงการก่อสร้างสะพาน
- มีเครื่องมือและอุปกรณ์ที่จำเป็นสำหรับการก่อสร้างสะพาน
- Personnel:
- มีวิศวกรและบุคลากรที่มีคุณสมบัติและประสบการณ์ตามที่หน่วยงานราชการกำหนด
- Exclude the basic requirements(valid business license, has a legal entity…):
- (ข้อมูลนี้ไม่ได้ระบุไว้ในเอกสารที่แนบมา แต่โดยทั่วไปจะรวมถึงการมีใบทะเบียนพาณิชย์ที่ถูกต้องตามกฎหมาย, การเป็นนิติบุคคลที่จดทะเบียนถูกต้อง, การไม่เป็นผู้ถูกระงับสิทธิ หรือถูกตัดสิทธิจากการเป็นผู้ยื่นข้อเสนอ)
เกณฑ์การพิจารณา
- การพิจารณาจะขึ้นอยู่กับคุณสมบัติทางเทคนิค ราคา และเงื่อนไขอื่นๆ ตามที่ระบุในเอกสารประกวดราคา (ต้องตรวจสอบจาก TOR ฉบับเต็ม)
ข้อกำหนดทางเทคนิค
- การออกแบบ: เป็นไปตามมาตรฐาน AASHTO LRFD (2012) และมาตรฐานอื่นๆ ที่เกี่ยวข้อง
- วัสดุ:
- คอนกรีต: กำหนดกำลังอัด (Compressive Strength) และปริมาณซีเมนต์ขั้นต่ำตามประเภทของโครงสร้าง (Class A, B, C, E) รวมถึงข้อกำหนดสำหรับคอนกรีตที่สัมผัสคลอไรด์หรือซัลเฟต
- เหล็กเส้น: ใช้เหล็กข้ออ้อยเกรด SD40 (DB) สำหรับขนาดตั้งแต่ 12 มม. ขึ้นไป และเหล็กกลมเกรด SR24 (RD) สำหรับขนาด 9 มม.
- โครงสร้าง:
- เสาเข็ม: ขนาด 0.40x0.40 เมตร (Pile Capacity and Reinforcement Details)
- ตอม่อ: Abutment, Cap Beam, Wingwall, Pier (Two Columns Pier)
- พื้นสะพาน: Slab Bridge (10.00 ม. ความกว้าง), Box Beam (20.00 ม. ความกว้าง)
- การเสริมเหล็ก: กำหนดรายละเอียดการเสริมเหล็ก, ระยะทาบ (Lap Length), การทาบข้ออ้อย (Splice Requirements), การครอบคอนกรีต (Concrete Cover)
- การรับแรงแผ่นดินไหว: มีการระบุรายละเอียดการออกแบบเพื่อต้านทานแรงแผ่นดินไหว (Seismic Resistance Details) สำหรับระดับ Level 1B และ Level 2
- ฐานราก: รายละเอียด Pile Foundation และ Spread Foundation
- การรับน้ำหนักบรรทุก: Live Load เป็น HL-93
- การออกแบบรอยต่อ: Expansion Joint Specifications กำหนดประเภทและคุณสมบัติของรอยต่อตามขนาดการเคลื่อนตัว
เงื่อนไขสัญญา
- การชำระเงิน: (ไม่ได้ระบุชัดเจนในเอกสารที่แนบมา ต้องตรวจสอบจาก TOR ฉบับเต็ม)
- ค่าปรับ: (ไม่ได้ระบุชัดเจนในเอกสารที่แนบมา ต้องตรวจสอบจาก TOR ฉบับเต็ม)
คำถามที่พบบ่อย (FAQ)
- Q: โครงการนี้มีวัตถุประสงค์หลักเพื่ออะไร?
A: เพื่อปรับปรุงและเสริมสร้างโครงสร้างพื้นฐานด้านคมนาคม โดยการก่อสร้างสะพานใหม่เพื่อเพิ่มประสิทธิภาพและความปลอดภัยในการเดินทาง - Q: สะพานจะถูกสร้างขึ้นที่บริเวณใด?
A: บนทางหลวงหมายเลข 3034 ตอนควบคุม 0100 ตอน หน้าพระลาน - บ้านครัว ที่กิโลเมตรที่ 16+376 (MLR) - Q: ขอบเขตงานหลักของโครงการนี้คืออะไรบ้าง?
A: ครอบคลุมการก่อสร้างฐานราก เสาตอม่อ พื้นสะพาน และองค์ประกอบโครงสร้างสะพานอื่นๆ ตามแบบ - Q: มีการกำหนดมาตรฐานการออกแบบเฉพาะสำหรับโครงการนี้หรือไม่?
A: ใช่ โครงการนี้ใช้มาตรฐาน AASHTO LRFD (2012) เป็นหลัก รวมถึงมาตรฐานอื่นๆ ที่เกี่ยวข้อง - Q: วัสดุที่ใช้ในการก่อสร้างสะพานต้องเป็นไปตามมาตรฐานใดบ้าง?
A: วัสดุคอนกรีตและเหล็กเส้นต้องเป็นไปตามมาตรฐาน TIS (Thai Industrial Standard) หรือมาตรฐานสากลที่ยอมรับ - Q: มีการพิจารณาเรื่องการรับแรงแผ่นดินไหวในการออกแบบสะพานหรือไม่?
A: มี โดยมีการระบุรายละเอียดการออกแบบเพื่อต้านทานแรงแผ่นดินไหวสำหรับระดับ Level 1B และ Level 2 - Q: ระยะเวลาการก่อสร้างโครงการนี้ประมาณเท่าใด?
A: ระยะเวลาการก่อสร้างไม่ได้ระบุชัดเจนในเอกสารที่แนบมา ต้องตรวจสอบจาก TOR ฉบับเต็ม - Q: ผู้รับเหมาต้องมีประสบการณ์ประเภทใดบ้าง?
A: ต้องมีผลงานการก่อสร้างสะพาน หรือโครงสร้างคอนกรีตเสริมเหล็กที่เกี่ยวข้อง (รายละเอียดต้องตรวจสอบจาก TOR ฉบับเต็ม) - Q: การประเมินข้อเสนอจะพิจารณาจากปัจจัยใดบ้าง?
A: การประเมินจะพิจารณาจากคุณสมบัติทางเทคนิค ราคา และเงื่อนไขอื่นๆ ตามที่ระบุในเอกสารประกวดราคา - Q: มีข้อกำหนดพิเศษเกี่ยวกับวัสดุคอนกรีตสำหรับสภาพแวดล้อมที่แตกต่างกันหรือไม่?
A: มี โดยมีการกำหนดคุณสมบัติคอนกรีตที่แตกต่างกันสำหรับสภาพแวดล้อมที่สัมผัสคลอไรด์หรือซัลเฟต
เอกสารขอบเขตงาน (TOR) ฉบับเต็ม
Z.
จ้างก่อสร้างงานโครงสร้างสะพาน ปริมาณงาน 1 แห่ง
1
ทางหลวงหมายเลข 3034 ตอนควบคุม 0100 ตอน หน้าพระลาน - บ้านครัว
ที่ กม.16+376 MLR
ท
ฝ่ายสํารวจและออกแบบ
SE- 1/5
TITLE SHEET
จ้างก่อสร้างงานโครงสร้างสะพาน ปริมาณงาน 1 แห่ง
★ M16+376 MLR
*
บ้านหัว
**พระบุรี
เมืองย่างทอง 3.
ท่ามก
VTVWATO
เมืองคอน (30171
ธ
Au l
14.587264, 100.762915
ร
บริเวณที่ตั้งโครงการฯ
บานเลยอย
Tatleatt
เสาไฟ
พระนครศรีอยุธยา 22
(32)
:
€3). Bod
เมืองสระบุรี
ร
302
ดวงเดี่ยว
2)
A unamour!
บริเวณ ยังโครงการฯ
เ
ศูนย์สร้างและบูรณะสะพานที่ 3 กรมทางหลวง
พ
ออกแบ
เห็นชอบ
อนุมัติ
AR พงศ์
NAW
.สส. 3.2
CM.AR.3
..
๐ ๖ ก.พ. ๒๕๖๔
55 ศพ. ๒๕๖
UST OF DRAWINGS
ลําาดับที่
1
TITLE SHEET
2
sena
LIST OF DRAWINGS & BILL OF QUANTITIES
แบบแปลนก่อสร้าง พาน
STRUCTURAL NOTES GENERAL NOTES
STRUCTURAL NOTES GENERAL NOTES
6
STRUCTURAL NOTES GENERAL NOTES
4
PILE SPECIFICATIONS
5
0.40X0.40 M. PILE CAPACITY AND REINFORCEMENT DETAILS
6
13.00 M. ROADWAY WDTH SLAB BRIDGE, O SKEW PILE BENT AND
ABUTMENT DETAILS
แบบมาตรฐานแผนที่
SE
1/5
SE
2/5
SE
3/5 IN SE
5/5
ON
7
CAP BEAM AND WINGWALL OF ABUTMENT
TWO COLUMNS PIER WITH SIDEWALK (FOR BOX BEAM) ROADWAY WIDTH
9.00-12.00 M., 15.00 M. AND 20.00 M. SPAN HEIGHT < 15.00 M.
10
0
11
45 SKEW PC. PLANK GIRDER BRIDGE
45 SKEW PC. BOX BEAM 15.00 M. AND 20.00 M. SPAN
PLANS AND SECTIONS
TRAFFIC AND PEDESTRIAN BARRIERS REINFORCEMENT DETALL.
12 EXPANSION JOINT SPECIFCATIONS
BILL OF QUANTITIES
11 {
1 1
}
001
002
003
001
量
GN
I
ON
t
201
1
PL
PL
PB
215
b b b 2 2 2
PB
101
PC
226
PC -101 DV PG
104
BB
101 TM BB
103
BR
101 In ar
102
EJ
101.
EJ
103
ลําดับที่
นวน
หมายเหตุ
Vanunta PC, PILE 0.40 x 0.40 (5 งาน และสหวาน
1,200.00
80.00
งานก่อสร้างตอม่อมฝั่ง (Abutment)
ป
2.00
งานก่อสร้างตอม่อกลางน้ําสูงกว่า 3.00 เมตร
2.00
งานก่อสร้างตอมกลางน้ํากับล่าง 20.00 เมตร
รับ
2.00
6
งานพื้นสะพานช่าง 10,00 เม
4.00
7
งานพื้นสะพานช่วง 20,00 เมตร (Box Beam)
ช่วง
1.00
งานสอยต่อพื้นสะพาน
204.00
9
งานก่อสร้างทางเท้าสาน
TTTTT 1.00 URM
120.00
ฝ่ายสํารวจและออกแบบ
YONELHUILLA
SE-2/5
LIST OF DRAWINGS & BILL OF QUANTITIES เชยสร้างงานโครงสร้างสะพาน ปราม 1 แห่ง
WINEAMULET 3034 RENTALSU 0100 MENU MUTASSTU –?
铸
TBL16+376 MLR
ศูนย์สร้างและบูรณะสะพานที่ 3 กรมทางหลวง
BONLUU
เป็นชอบ
พ
JAS 3
Now
SA.86.3.2
4
CA.NR.3
โอ 5 กพ. ๒๕๖๙
obny bec
U-4.2
กรมทางหลวง
รายการก่อสร้าง
ขอบทางกว้าง 0.50 ม.
ทางรถกว้าง 9.00 ม.
ทางกว้า
ชอบมากวาง 0.50 ม.
C MLR
เมื่อทําการก่อสร้างแล้วสม ให้เจ้าสํานัก ขอพาน ลดการเขียดบางส่วน
สาระดับฐานรากหรือระดับปลายเสาเข็มทุกตอนที่ได้ทําการก่อสร้าง
กล่าว และออกแบบ
1,
2
กอสราง
ท่อสร้าง
ก่อสร้างแล้วเสร็จ
10.00
10.00
10.00
A
2
ZZZ
(3)
60.00
20.00
4
Hey eve
แปลน
1250
60.00
10.00
10.00
ฝ่ายสํารวจและออกแบบ
VENTEERUILLAJ
SE-3/5
แบบแปลนกอสรางสะพาน
จ้างก่อสร้างงานโครงสร้างสะพาน ปริมาณงาน 1 แห่ง
หมายเลย 3034 คน หน้าลาน บ้านครัว
ML16+376 MLR
WOWW 1.00 N.
ทางรถกว้าง 23.00 ม.
สะพานเดิมทางรถกว้าง 2.00 ม. ขอบทางกว้างข้างละ 0.50 ม. 2470 (2×10.00)+(1x20.00)+(2x10.00) 60.00 N. ทําการขยายความกว้างสะพานเป็นรถกว้าง 23.00 ม. ทางเท้ากว้างข้างละ 1.00 ม.
10.00
20.00
10.00
10.00
A
L
ศูนย์สร้างและบูรณะสะพานที่ 3 กรมทางหลวง
ออกแบบ
เห็นชอบ
Z
ฟ
ค. การส 12 พ.ศ.
4.สส.3.2
แค่.สส.3
๐ ๖ ก.พ. ๒๕๖๙
08 ก.พ. ๒๕๖๘
รูปตัดสะพานตามยาว
UM
อนุมัติ
ทาทากราง 1.00 ม.
ทางเท้ากว้าง
ทางรถใหม่ ส่วนที่ขยายเพิ่ม
7.00
เสาเข็มตอกขนาด 0.40x0.40 ม.
ทาง
เสาเข็มตอกหนา 0.40x0.40 4.
}
C ME_R ทางรถกว้าง 23.00 ม.
9.00
ทางรถเดิมกว้าง 9.00 ม.
ส่วนของสะพานเดิมที่สกัดออก
7.00
1.00 %.
ทางรถใหม่ ส่วนที่ขยายเพิ่ม
6.50
7.00
จํานวนและระยะตามแบบสะพานเดิม
รูปตัดสะพาน A-A
MLR
CA ทางรถกว้าง
ทางรกกว่า 23,000 4
9.00
ทางรถเติมกว้าง 9.00
ม. ส่วนของสะพานเดิมที่สกัดออก
6.50
7.00
0.50
6.50
จํานวนและระยะตามแบบสะพานเดิม
รูปตัดสะพาน C-C
พราน
1:15
6.50
ทางราไหม ส่วนที่ขยายเพิ่ม
ทางเขากวาง 1.00 ม.
ทางรถใหม ส่วนขยายเพิ่ม
ฝ่ายสํารวจและออกแบบ
SE-4/5
แบบแปลนกอสรางสะพาน
1
จ้างก่อสร้างงานโครงสร้างะพาน ปริมาณงาน 1 แห่ง
Tags: 30334 ตอน หน้าพระลาน บ้าน ✰ TB18+376 MLR
ศูนย์สร้างและบูรณะสะพานที่ 3 กรมทางหลวง
เขียนแบบ ธีระพงศ์
ออกแบบ
เห็นชอบ
อนุมัติ
วาด ตาย
Now
$41.88.3.2
*
ฟง
ne na
๐๖ ก.พ. ๒๕๖๙
๐๖ ก.พ. ๒๕๕๙
ทางรไหม ส่วนขยายเพิ่ม
1.00 N.
7.00
2.10
3.17
1:60
LASH WALL 0.25kk
0.50TH.WAW.
CMLR
ทางรถกว้าง 23.00 ม.
9.00
ทางรถกเดิม กว้าง 9.00
7.00
ทางเท้ากว้าง 1.00 ม.
1
ทางรถใหม่ ส่วนที่ขยายเพิ่ม
ฝ่ายสํารวจและออกแบบ
SE-5/5
แบบแปลนกอสรางสะพาน
จ้างก่อสร้างงานโครงสร้างสะพาน ปริมาณงาน 1 แห่ง
ม
term EDT 503 ER บ้านครัว
À 16+376 MLR
5000.00
1.60
3.17
2.10
ASH WALL 0.25 TAK
Lv. wL. 0.50
Lo
까
เสาเข็มตอกขนาด Dic 0.40 ม.
0.901.15 1.15 1.15 1.15
0.60
0.60
1.15 1.15 1.15
1.15 0.90
C OF BRIDGE
6.10
(0.90. 1.15, 1.15 1.15, 1.15
0.60
6.10
0.60
1.15
1.15 1.15
1.15 0.900
0 ตอมอ
た
–GLASH WALL
40
1:8
18
30
11:8
CLASH WALL
0.60
2.60
织器
1.ส
ว; B
0.60
124
10.30:
เขียนแบบ
พงศ์
รูปตัดสะพาน B-B
1:125
เห็นชอบ
- พ.ศ. ตรว
st
ศูนย์สร้างและบูรณะสะพานที่ 3 กรมทางหลวง
ต ธีระพงศ์
อนุมัติ
$41.88.3.2
. .
๐ ๖ ก.พ. ๒๕๖๙
๐๖ ก.พ. ๒๕๖๙
FAAHA
:
- DESIGN STANDARD AND CODES OF PRACTICE
AASHTO : AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS, AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS & EDITION. 2012
: AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS, AASHTO GUIDE SPECIFICATIONS FOR LAFD SEISMIC BRIDGE DESIGN. EDITION, 2011
USING THE FOLLOWING CODES WHEN THE AASHTO LAFD (2012) SPECIFICATIONS IS NOT SPECIFIED.
: AMERICAN CONCRETE INSTITUTE. BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI 3184-11, 2011
BSI
: BRITISH STANDARDS INSTITUTION, BS 5400
PO
: PRECAST AND PRESTRESSED CONCRETE INSTITUTE, POI DESIGN HANDBOOK: PRECAST AND PRESTRESSED CONCRETE, † EDITION, 2010 - MATERIAL SPECIFICATIONS
2.1 CONCRETE
2.1,1 CLASSIFICATIONS OF CONCRETE AND THE MINIMUM CEMENT CONTENTS SHALL BE AS FOLLOWS, UNLESS OTHERWISE SPECIFIED IN THE DRAWING.
COMPRESSIVE GUBE STRENGTH
CLASS
AT 28 DAYS*(MPa)
A
51-80
MINIMUM CEMENT CONTENT (KG/P3)
500
3
45-50
C
41-45
400
E
30-40
430
350
300
2.1.2 THE COMPRESSIVE STRENGTH (19) OF CONCRETE CUBES (18×15x15 CM.) SHALL BE AS FOLLOWS »
STRUCTURAL
TYPES
STRUCTURAL ELEMENTS
2.2.5 THE RESISTANCE OF FULL-MECHANICAL CONNECTION SHALL NOT BE LESS THAN 125 PERCENT OF THE SPECIFIED WELD STRENGTH OF THE REBAR IN TENSION OR COMPRESSION,
AS REQUIRED.
228 ALL HOOKS, #F NOT BE SHOWN ON THE DRAWNG, SHALL COMPLY WITH AASHTO LAFD (2012) STANDARD HOOKS. 2.2.7 STANDARD HOOK DETAILS AND DEVELOPMENT LENGTH OF STANDARD HOOKS AS FOLLOWS:
2.2.7.1 STANDARD HOOK DIMENSIONS OF MAIN REINFORCHO
90*
124
HOOK
(v)
0
–CRITICAL SECTION
HOOK
(A)
0 * Bd2 FOR R89, DB12-0829
8d FOR D828
180*
D
REBAR
HOOK (A)
DIAMETER OF
DIAMETER (d)
90* HOOK
180’ HOOK
REBAR BENT (0)
RAY
0.15
0.12
0.06
0812
0.20
0,15
0.08
D816
0.25
0.18
0.30
DB20
0.30
0.20
0.12
DB25
0.40
0.25
0.15
44.08
DLOSS (MIN.)
0818
0.45
0,30
0.23
th
2.2.7.2 STANDARD HOOK DIENSIONS OF STIRRUP AND TE
REBAR
HOOK (A)
DIAMETER OF
DIAMETER (4)
90’ HOOK
135’ HOOK
REBAR BENT (D)
889
0.10
0.10
0.04
0812
0.19
0.12
0.05
HOOK
0818
0.15
0.35
0.07
-5¢ FOR DB16 AND SMALLER
126FOR D820 AND DB25
HOOK.
(A)
135*
0 = 44 FOR R69, 0812-0818
·64 FOR DB25 AND SMALLER
SUPERSTRUCTURE
SUBSTRUCTURE
OTHERS
NON-STRUCTURE
POST-TENSIONED 1-GRDER
PRECAST 1-GIRDER/BOK BEAM
PRECAST PLANK GIRDER
DECK SLAB FOR {~GIRDER/OUPHRAGM CONCRETE TOPPING/SHEAR KEY
SLAB TYPE BRIDGE/BARRIER/SIDEWALK
PIER AND CAP BEAM
FOOTING
ABUITMENT/WINGWALL
BORED PILE (DRY PROCESS}
BORED PILE (WE! PROCESS)
R.C. DRIVEN PILE
PRECAST DRIVEN PILE
PRECAST SPUN PILE
RETAINING WALL
R.C. BOX CULVERT
PRECAST BOX CULVERT
OTHERS, NOT SPECIFY ABOVE
LEAN CONCRETE (1:3:6 BY VOLUME)
COMPRESSIVE CUBE STRENGTH"
MINIMUM CEMENT
(A)
AT 28 DAYS (MPa)
CONTENT (KG/M2)
2-2.7.3 DEVELOPMENT LENGTH (L) OF STANDARDS HOOKS
- 3 3 8 9 38 8 8 8 8 3 9 8 9 8 9 #
45
50
450
60
450
35
350
40
350
REBAR
DIAMETER
THE DEVELOPMENT LENGTH IS MEASURED FROM THE CRITICAL SECTION TO THE OUTSIDE END (OR EDGE) OF THE HOOK.
DEVELOPMENT LENGTH (LM)
D
35
350
(4)
feu= 30 MPa feu* 35 XPo | fau= 40 MPa
35
380
880
0.18
0.12
0.16
35
350
35
350
0812
0.2.4
0.22
0.21
30
350
0916
0.32
0.30
0.28
35
350
DE20
0.40
0.37
0.34
35
350
45
400
0625
0.50
0.48
0.43
500
0828
0.55
0.52
0.48
35
350
30
350
2.2.7.4 HOTATION OF BAR REINFORCEMENT
40
350
35
300
3-0825 # 0.20{(EF)
THE MIX DESIGN FOR ALL CLASSES OF CONCRETE, EXCEPT LEAN CONCRETE, SHALL BE SUBMITTED FOR APPROVAL
FOR THE CONCRETE COMPRESSIVE CUBE STRENGTH OVER THAN 35 MPO, THE NOWNAL AGGREGATE SIZE SHALL BE LIMITED TO 20 UM.
• FOR SPECIFICATION OF CONCRETE COMPRESSIVE STRENGTH, TEST RESULTS OF STANDARD CONCRETE 15x15x15 CENTIMETER CUBE AGED AT 28 DAYS ARE USED AS CRITERION. IN CASE THE COMPRESSIVE STRENGTHS OBTAINED FROM THE TESTING AT AGE EARUER THAN 28 DAYS ARE NOT LESS THAN THE COMPRESSIVE STRENGTH AS SPECIFIED, THE CONCRETE SHALL BE ACCEPTED AS HAVING SPECIFED COMPRESSIVE STRENGTH AT AGE OF 28 DAYS. 23.3 WHIN THE CONCRETE STRUCTURE IS EXPOSED TO HIGH LEVELS OF CHLORIDE ION (507) OR USING NEAR SALTWATER, THE MAXIMUM WATER CEMENT RATIO
(W/C RAND) OF 0.40 AND THE SPECIAL CEMENT SUCH AS POZZOLAN PORTLAND CEMENT ARE RECOMMENDED. THE MINIMUM CUBE STRENGTH (1) OF 40 MPa. (408 KG/CM23) 19. RECOMMENDED. THE SHORT-TERM (6 HOURS) RAPID CHLORIDE PERMEABLITY TEST (RCPT) SHALL BE SUBMITTED FOR APPROVAL, THE MAXIMUM RAPID CHLORIDE PERMEABILITY IS 1,500 COULOMBS (ASTM C1202).
2.1.4 WHEN THE CONCRETE STRUCTURE IS EXPOSED TO HIGH LEVELS OF SULPHATE ION (50Ž") OR USING HEAR WASTEWATER, THE MAXIMUM WATER CEMENT RATIO
(W/C RATIO) OF 0.45 AND HIGH SULPHATE RESISTANCE PORTLAND CEMENT CONFORMING TIS 15 SHALL BE USED. THE MINMUM CUBE STRENGTH (fu) OF 40 MPa. (408 KG/CM2) IS RECOMMENDED.
2.1.5 THE USE OF AGGREGATE FROM SOURGES THAT ARE KNOWN TO BE EXCESSIVELY ALKALI-SILICA REACTIVE (ASH) SHALL BE PROHIBITED.
2.1.6 CONCRETE COVER
UNLESS NOTED ON THE DRAWINGS, THE FOLLOWING MINIMUM CONCRETE COVER (FROM FACE OF CONCRETE TO FACE OF REBAR) SHALL BE PROVIDED AS INDICATED BELOW.
CAST-IN-PLACE CONCRETE PILE
PRECAST AND R.C, PRES
FOOTING
76 HM.
30 MM.**
75 MM.
SUFFIX
T
器
--**- SPACNS IN M.
SIZE IN MM.
NO. OF BARS
BAR MARK
SUFFIX:
TOP
= BOTTOM
EF - EACH FACE
F FAR FACE
NF » NEAR FACE
f = INSIDE FACE
OF
OUTSIDE FACE
-
- EACH WAY
3.2.8 LAP LENGTH OF SPUCING IS NOT APPLIED IN CRITICAL REGIONS OF DUCTILE OR SEISMIC-CRITICAL MEMBERS.
THE REQUIRED LENGTHS OF SPUCES IN REINFORCING STEEL ARE AS FOLLOWS :
REBAR
DIAMETER
LAP LENGTH (Icu * 30 MPs)
LAP LENGTH (feu
TENSION**
- EACH WAY
- 35 MPO)
TENSION**
CAP LENGTH (feu « 40 MPa)
TENSION**
(4)
COMP.
COMP.
COMP.
TOP BAR* OTHER
TOP BAR* OTHER
TOP BAR*
OTHER
D8:2
0.40
0.55
0.40
0.40
0.55
0.40
0.40
0.55
0.40
0816
0.50
0.70
0.50
0.50
0.70
0.50
0,50
0.70
DB20
0.60
0.90
0.65
0.80
0.90
0.55
0.60
0.90
0.85
0825
0.75
1.40
1.00
0.75
1.30
0.35
0.75
1.20
0.90
0628
0.85
1.75
1.26
0.25
1.65
1.15
0.85
1.50
1.10
- MINIMUM 0.30 14 CONCRETE GAST BELOW
PER
TOP REBARS IN DECK SLAB
BARRIER AND OTHERS
30 MM.**
40 MM.
30 MM.
** # PIERS OR PLES ARE IN SALTWATER, THE COVERING MUST DEYS MM.
21.7 ALL EXPOSED CONCRETE CORNERS SHALL HAVE A 20 MM. CHAMFER UNLESS OTHERWISE INDICATED
2.2 REBAR REINFORCEMENT
22.1 MLD STEEL ROUND BARS GRADE SR24 ACCORDING TO TIS 20 DENOTED BY “RD* SHALL BE USED FOR REBARS WITH DIAMETER # AND 9 MM., UNLESS OTHERWISE INDICATED,
2.2.2 HIGH YIELD DEFORMED BARS GRADE SD40 ACCORDING TO 19 24 DENOTED BY “DB” SHALL BE USED FOR REÐARS WITH DIAMETER 12, 16, 20, 25 AND 28 Mi..
UNLESS OTHERWISE INDICATED,
2.2.4 UNLESS NOTED ON THE DRAWINGS, THE FOLLOWING MINIMUM CLEAR DISTANCE BETWEEN PARALLEL BARS SHALL BE PROVIDED AS INDICATED BELOW.
REBAR SIZE
RB9, 0812, 0916, 0820 AND 0825
0828
ANY REBARS TWO OR MORE LAYERS
THE WINIMUM CLEAR DISTANCE
35 MM. IN A LAYER
40 MM. IN A LAYER
25 MM. BETWEEN LAYERS
** THE MAXIMUM PERCENTAGE OF REINFORCEMENT SPUCED AT THE SAME SECTION SHALL BE 50
NOTES:
- ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE INDICATED.
- THE GENERAL HOTES ARE RECOMMENDED UNLESS OTHERMSE SPECIFIED
IN THE DRAWING - THE SKEW ANGLE (0) 15 THE ANGLE IN DEGREES BETWEEN THE DIRECTION
OF THE CANAL AND A LINE PERPENDICULAR TO THE ROADWAY
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS
STANDARD DRAWING STRUCTURAL NOTES GENERAL NOTES
DESIGNED : D.AM. & CONSULTANTS
CHECKED;
I
BUREAU OF LOCATION
CESION
SUBMITTED
ROVT | REVEROK 1/2017
1KM 2017)
APPROVED :
SIGNATURE}
DATE
(VRECTOR OF LOČARON & DEZION BOREALI
(FOR DIRECTOR GENERAL)
(DATE: OCT 2015
{SCALE: AS SHOWN
DWG NO. GN-001
*ON 132H#
200/RI - HIGHWAY DESIGN LOADINGS
LIVE LOAD : HL-93:
BASIC WIND SPEED : 120 KM/HR - BEARING AND EXPANSION JOINT
BEARINGS AND EXPANSION JOINTS SHALL BE DESIGNED AND HANUFACTURED ACCORDING TO AASHTO LRFD (2012) REQUIREMENTS OF LOADS, TRANSLATIONS ANO ROTATIONS - DRAWING SYMBOLS AND NOTATION
SECTION IN EOSING GROUND
SECTION THROUGH REINFORCED CONCRETE
(W OR W/O REINFORCEMENT INDICATED)
SECTION IN CAST-IN-PLAGE
SECTION IN CONCRETE PRECAST
SECTION THROUGH ASPHALTIC CONCRETE SURFACE
SECTION THRIKIGH SAND
SECTION W GRAVEL
PLAN MEW AND ELEVATION OF CUT AND PILL SLOPES
9 4 B
SLOPE 1:2
- 1 (VERTICAL LINE) TO 2 (HORIZONTAL (NE)
CERTER LINE
SQUARE PILE
REINFORCEMENT IN BOTH WAYS
E נ
- SEISMIC RESISTANCE DETAILS
6.1 SISWC PERFORMANCE LEVEL IN THAILAND ACCORDING TO AREA UNDER MINISTERIAL REGULATION B.E. 2950
6.2.4 STEEL REINFORCEMENT DETAILS OF PILE BENT AND PERS FOR RESIST EARTHQUAKE (LEVEL 18 AND LEVEL 2)
SEISMIC LEVELS
SEISMIC AREAS
LEVEL 1A
PROVINCES IN NORTHEAST AND EASTERN REGIONS
LEVEL 18
LEVEL 7
ALL PROVINCES. EXCEPT SEISMIC AREAS IN LEVEL 1A AND LEVEL 2
KANCHANABURI, CHIANG RAI, CHIANG MAI TAK, NAN, PHAYÃO, PHRAE,
LAMPANG, LAMPHUN AND MAE HONG SON
6.2 STEEL RENFORCEMENT DETAILS FOR RESIST EARTHQUAKE (LEVEL 18 AND LEVEL 2)
8.2.1
SEISMIC STRAUP AND TIE HOOKS SHALL CONSIST OF A 135-DEGREE BENO, PLUS AN EXTENSION
THE LARGER OF S。 OR 75 MM. THE SEISMIC HOOKS SHALL BE USED FOR STRRUP AHO TIE IN REGIONS OF EXPECTED PLASTIC HINGES. SUCH HOOKS AND THEIR REQUIRED LOCATIONS SHALL BE DETAILED IN THE DRAVANGS.
0.35 (MAX)
8.2.2 TRANSVERSE REINFORCEMENT REQUIREMENTS
DIAMETER
REBAR AS SEEN ON CROSS SECTION OF PLAN
REBAR BENT PERPENDICULAR TO OR FROM READER
LAP SPLICE OF REBAR
BREAK ON REBAR
WATER LEVEL.
TO INDICATE END OF DEFORMED BARS WIHOUT HOOK
EXAMPLE :
BAR BENT AWAY FROM THE READER
UNIT OF AREA COVERED BY REBARS
XX-000
SECTION STRUCTURE
—- STRUCTURAL TYPES
DRAWING MUMBERS.
-SERIES NUMBER
— STRUCTURAL SUBTYPES
MEANS
10/4
COLUMN
BEAM —-
6# OF SMALLEST LONGITUDINAL BAR $14124# OF STIRRUP
40.30
STIRRUPS WTH
SEISMIC HOOKS
COLUMN
0.05 (MAX)})})
2h
’
2
EFFECTIVE DEPTH OF BEAM SECTION DEPTH OF SECTION 54- STRRUP SPACING
TYPICAL, TRANSVERSE REINFORCEMENT DETAIL FOR FLEXURAL MEMBERS
NOTE: LAP SPLICES SHOULD NOT BE USED WITHIN A DISTANCE OF TWICE THE BEAM
DEPTH (2h) FROM THE FACE OF COLUMN.
6.2.3 SPLICE REQUIREMENTS
6.2.3.1 LAP SPUCES OF CAP BEAM (BEAM) ARE PERMITTED ONLY IF HOOP DR SPIRAL
REINFORCEMENT IS PROVIDED OVER THE LAP LENGTH
LAP SPUCE CONFINED AND LOGATED OUTSIDE POTENTIAL HINGE AREA
- MOOP OR SPIRAL REINFORCEMENT
L
ANGLE
C
I
ASTM
C/C
CHANNEL
1 - BEAN
STRUCTURAL STEEL SECTION
AMERICAN SOCIETY FOR TESTING AND MATERIALS
CENTER OF CENTER
CO.
CENTROID
C.O.S
CENTROID OF STEEL
CIS.
a a
CAST-IN-SITU
REBAR OR STIRRUP SPACING
CENTERLINE
CENTIMETER
SQUARE CENTIMETER
DIA.
DIAMETER
0.0.H.
DEPARTMENT OF HIGHWAYS
DRAWING
H
CLEAR COLUMN MEIGHT
R.W.L
HIGH WATER LEVEL
N
KG/CN2
LWL
KILONEWTON
KILOGRAM PER SQUARE CENTIMETER
LOW WATER LEVĒL
METER
SQUARE METER
M
CUBIC METER
KOM
MILLIMETER
WAX
MAXIMUM
MIN.
MINIMUM
M.S.L.
MEAN SEA LEVEL
PC.
PRESTRESSED CONCRETE
R.C.
$1
REINFORCED CONCRETE
ROAD NORMAL CROWN OR CROSS SLOPE (X)
15
THA INDUSTRIAL STANDARD
0.05 (MAX)
10.10
LAP SPLICE REQUIREMENTS
6.2.32 LAP SPLICE OF REINFORONG BAR AT THE COLUMN ENDS IS NOT PERMITTED, AND POSITION OF
MAIN REINFORCING BAR SPUCING OF COLIMIN SHALL LOCATED AT THE MIBOLE.
TENSION LAP SPLICE WITHIN
CENTER HALF OF COLUMN LENGTH
-COLUMN BARS
S} < 25x
5x = (10
NOTES:
Lo 7 MAX.(COLUMN DEPTH, H, 0.45)
5% € 0.10
TYPICAL SPUCE LOCATION FOR COLUMNG
6.2.3.3 MINIMUM DEVELOPMENT AND SPUCE LENGTHS OF REBARS SHALL BE APPROVAL BY THE ENGINEER.
OOT
0,50
0.05
0.05
0.40
NOTE:
6.24.1 PILE BENT DETAIL.
8.00
(MAX.)
3.00
3.00
(MAX.)
(MAX)
DETAIL
6.40
PILE BENT
15
PILE BENT DETAIL SCALE
1 : 35
USING 0.45 WHEN PILE GENT AND BEAM ARE IN SALTWATER
** PILE LENGTH SHALL BE DETERMINED FOR EACH PRE
R39 0 0.10 ~~$
11-89 @ 0.100
DETAIL
–RC. PULE BENT
– DOWEL BARS
RB9 0.10
A89 ⚫ 0.10
0.80 (EF)
10.04
0.025
(TYP.)
(1)
(0.50)
0.50
IP 0.05
(TYP)
[0.50]
0.05
0.05
(TP)
0.50
R8300.10
0.05
(TYP.)
10.50
0.05
(TYP.)
Lo.sol
DETAIL “1”
SCALE
1:50
0.45+
CAST-IN-SITU BEAM
PILE CUT LEVEL
(WIDTH 0.30 * DEPTH 0.45)
-PILE- £0.40×6.40«£
Apa yan
DETAIL “2” (REGULAR)
SCALE
{ : 28
SCALE
- ALL DIMENSIONS SHOW ARE IN METERS UNLESS OTHERWISE INDICATED.
- THE GENERAL NOTES ARE RECOMMENDED UNLESS OTHERWISE SPECIFIED
IN THE DRAWING - THE SKEW ANGLE (0) IS THE ANGLE IN DEGREES BETWEEN THE DIRECTION
OF THE CANAL AND A LINE PERPENDICULAR TO THE ROADWAY
1.00
0.05
0.05
1
10.501
13.50
(MI)
·R.C. PILE BENT
·DOWEL BARS
R29 0.40
CAST-IN-SITU
BRACING BEAK 0.40(0.45)x0,45
← CAST–N-SITU BRACING BEAM
0.50x0.45
PILE CUT AY LWL
EXISTING
CANAL BED
PLES-0.40×0.40XL*
CAST-IN-SMU BEAM (WIDTH D.50 x DEPIN 0.45)
-PLE- 2° 0. 40×0.40x£**
DETAIL “2” (CL AND SO PROTECTION)
1 : 25
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS STANDARD DRAWING STRUCTURAL NOTES GENERAL NOTES I
DESONED: D.QH. # CONSULTAN IS
SUBMITTED
CHECKED:
BEAU OF LOCATION L DESEN
EXACTOR
“LOCATION & DÉSON RÆEAU)
DATE: OCT 2015
[SCALE: AS SHOWN
CHAMPİONG NG GN-002
SHEET NO. 201/RI
REVISION 1/2017
JAM 2017
APPROVER:
KEY
REWSIČK
SIGNATURE DATE
(FOR DECOR CEMERAL)
Fa
S-R99 @ 0.10
(TYP)
6.2.4.2 PIER DETAIL
0912 0 0.10
STARUP FROM DESIGN TABLE
D812 ◊ 0.10
PIER
STIRRUP FROM DESIGN TABLE-
(TYP)
(a)
SINGLE PIER DETAIL
NOT
GL
SCALE
WHEN THE SPACNGS OF STIRRUPS (51) ARE FOLLOWING
S1 - MMMUM SPACING BETWEEN DESIGN TABLE AND.
51 = 0.175 M MINIM
» 0.185 M., WHEN ) = 0,75 M.
** 0.200 M., WHEN 0.80 4 h ¢ 1.90 M.
D
1.00
{MIN.)
STARUP FROM DESIGN TABLE
PILE CUT AT LEL
DB12 0.10.
t
FIER
STIRRUP FROM DESIGN TABLE
STIRRUP FROM DESIGN TABLE
22
2h
PIER
DB12 0 0,10
0812010
0812 0 0.10
0912 0.10 mm
STRAUP FROM DESIGN TABLE
I
STHRUP FROM ·
DESIGN TABLE
0812 @ 0.10**,
DB12 010-
[~~~5-809 @ 0.10 (TYP)
6.2.3 CONJUNCTION REGIONS (TEE JOINTS) ARE NECESSARY TO IMPROVE CONFINEMENT AS FOLLOWS :
6.2.5.) THE ANCHORAGE LENGTHS FOR COLUMN-CAP SCAM CONNECTIONS ARE EQUAL TO TWICE THE DEPTH OF THE BEAM (24)
6.2.5.2 COLUMNS ARE CONFINED AT THE END LENGTH (LO)
DOUBLE PIER DETAIL
NOT
TO
SCALE
MAX, PIER HEIGHT (H)
6.00
7.00
8.00
8.00
10.00 11.00 1200 13.00 14.00 15.00
16.00
17.00
00:
19.00
20.00
END REGION LENGTH (LO)
1.00
1.20
1.39
1.50
4.70
1.85
2.00
2.20
2.50
2.70
2.82 3.00
3.20
3.35
6.2.5.3 Lgh, SHALL BE EXTENED INTO CAP BEAM FOR AT LEAST 100 M.
7. FOUNDATION DETAILS
71 PILE FOUNDATION
7.1.1 PILES SHALL BE DRIVEN TO A DEPTH WHERE SCOUR WILL NOT AFFECT ITS CAPACITY AND HAVE A MINIMUM EMBEDED LENGTH OF 3.00 M.
7.1.2 IN CASE OF PARTLY-EMBEDDED VERTICAL DRIVEN PILE, THE LENGTH BETWEEN BOTION FOUNDATION ELEVATION
AND GROUND ELEVATION (FREE STANDING HEIGHT) SHALL BE INDICATED AND APPROVED BY ENGINEER
7.1.3 FREE STAMDING HEIGHT OF PRE SHALL NOT EXCEED 3.00 M4. FOR OTHER SUITABLE FREE STANDING HEIGHT SHALL BE DESIGNED.
7.2 SPREAD FOUNDATION
7.2.1 TOP ELEVATION OF SPREAD FOUNDATION SHALL BE LOCATED LOWER THAN GROUND ELEVATION AT LEAST 1.00 M. (LOCATED ON STIFF SOIL LAYER)
AND AT LEAST 2.50 M. DEEP FROM THE GAMAL WHERE SCOUR WILL NOT AFFECT. THE ALLOWABLE SOL BEARING CAPACITY UNDER
THE SPREAD FOUNDATION SHALL BE MORE THAN 20 TONS PER 5Q.M.(0.30 μPa)
1.2.2 SPREAD FOOTINGS FOUNDATIONS ARE NOT RECOMMENDED WHERE UQUEFIABLE SOLS (SAKY CLAY) OCCUR UNLESS
THE MAXIMUM DEPTH OF LIQUEFACTION OR SOIL IMPROVEMENT TECHNIQUES ARE USED TO MITIGATE
THE EFFECTS OF LIQUEFACTION (AASHTO LRFD 2012, ARTIGLE 108.4,2)
7.23 10 CM. THICKNESS OF LEAN CONCRETE SHALL BE POURED AT LEAST IG CM.
WDER THAN THE FOORNG ALL ABOUNG.
7.3 SEISMIC REQUIREMENTS OF PILES SHALL COMPLY WITH THE REQUIREMENTS SPECIFIED IN ARTICLE 5.13.4.6 AASITO LAFD (2012)
PILE CUT AT LWL
STRAUP FROM
DESIGN TABLE
STARUP FROM —- DESIGN TABLE
STIRRUP FROM *** DESIGN TABLE
SUNRUP FROM DESIGN TABLE
-3-889 0 0.10
(TYP.)
0912 @ 0.10-.
0912 € 0.70 mm
D812 0.10
6.50
NOTES:
- ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERMSE INDICATED.
- THE GENERAL KOTES ARE RECOMMENDED UNLESS OTHERWISE SPECMED
IN THE DRAWING - THE SKEW ANGLE (8) IS THE ANGLE IN DEGREES BETWEEN THE DIRECTION
OF THE CANAL AND A LINE PERPENQICULAR TO THE ROADWAY
REX! | REVIJON 1/2017
HEY.
BEVSKON
0.50
MULTI-PIER DETAIL
NOT
TO
SCALE
THE QUI ALLHE…..
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS
STANDARD DRAMNG
STRUCTURAL NOTES
GENERAL NOTES
DESIGNED: BOIL & CONSUA,TANIS
BUREAU OF LOCATION
AL DESIGN
DATE: OCT 2015
SCALE: AS SHOWN
SUBMITTED A
CORRECTION OF LOCATION & BENCH BUBBLAU}
{DWGNO, GN-003
JAN 2017
APPROVED:
| SIGNATURE.
DATE
SHERT NO. 202/RI
(FOR DIRECTOR GENERAL)
DESIGN CRITERIA AND PILE SPECIFICATIONS
ALLOWABLE LOAD CAPACITY OF PILES
GENERAL - ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE INDICATED,
- THE MATERIAL COMPONENT SHALL BE EXAMINED FOR APPROVAL
- ALL MATERIALS CONFORMED THAI INDUSTRIAL STANDARD (TIS.) SHALL BE MEET THE TIS. REQUIREMENT AND APPROVED UNLESS OTHERWISE INDICATED 4. THE PRINCIPAL TEST CERTIFICATE SHALL BE SUBMITTED BY RELIABLE INSTITUTION FOR APPROVED FROM BUREAU OF LOCATION AND DESIGN
CONCRETE - THE MINIMUM COMPRESSIVE STRENGTH OF CONCRETE FOR 15x15x15 CM. CUBE AT 28 DAYS
SHALL BE SPECIFIED IN THE TABLE BELOW UNLESS OTHERWBE STATED - THE POZZOLAN PORTLAND CEMENT SHALL BE USED WHEN EXPOSED TO CHLORIDE OR SULPHATE ION CONFORMED TO DWG. NO. GN-0D1
PILE TYDES
CUBE STRENGTH
AT 28 DAYS (MPO)
THE MAX. COARSE AGGREGATE (CM.)
SLUMP OF CONCRETE
(MAX) (CM)
R.C. DRIVEN PLE
38 (357 KG/CM3
10
200
PRECAST DRIVEN PILES
45 (459 KG/CM3)
10
2.00
PRECAST SPUN PILE*
80 (812 KG/CM 4
10
2.00
OTHERS*
35 (357 KG/CM2
10
2.54
- THE MINIMUM CEMENT CONTENT SHALL BE CONFORMED TO DWG. NO. GN-001
THE ALLOWABLE LOAD CAPACITY OF PILES SHALL BE SHOWN IN THE FOLLOWING TABLES
40 X 40
50
ALLOWABLE
R.C. AND PC. PILE
DIMENSIONS (CM.XOM)
SPUN PILE DIAMETER • (CM)
LOAD CAPACITY
TON
MM.
JON
KN.
50
490
70
687
$25 X 52.5
80
783
60
100
981
#5 X. 65
125
1220
150
1472
100
300
223143
- THE MIX DESIGN SHALL BE SUBMITTED FOR APPROVAL
- WIRE (REBAR) OR ANY DEVICES FASTENING TO FORMWORK SHALL BE DESIGNED TO REMOVE OR OUT OUT. THE MINIMUM EMBEDED
FASTENING DEPTH IS 4 CM, AND MORTAR CONCRETE SHALL BE GROUTED AFTERWARD. THE FINISHING SURFACE SHALL BE SMOOTH AND COLOR UNIFORMITY
RENFORCEMENT BAR - DIAMETER AND PROPERTY OF REINFORCEMENT BAR AS FOLLOWS :
RESAR
DIAMETER
DIAMETER (Alld.)
(KG/M.)
QUALITY
CLASS
STUBOL
20
1
SR24
0.50
20
1
SP24
D812
12
0.89
24
3
5040
0816
18
1.58
24
5040
OBZO
20
2.47
24
3
SD-40
09.25
D828
29
4.85
24
*
5D40
5040
DETERMINATION OF PILE LOAD CAPACITY
- ULTIMATE LOAD CAPACITY OF DRIVEN PILE SHALL BE DETERMINED FROM HILEY’S FORMULA
HLEY’S FORMULA (F.S. 25)
nWE S+C
R = ULTIMATE BEARING CAPACITY (TON)
** EFFICIENCY FACTOR -
W - WOGHT OF HAMMER (TON)
P - WEIGHT OF PILE (TON)
COEFFICIENT OF PILE HEAD AND CUSHION.
-0.25 COEFFICIENT OF RESTITUTION
h* HEIGHT OF DROP (CM)
E - EQUIPMENT LOSS FACTOR = 0.75
$ = SETTLEMENT HEIGHT OF LAST TEN BLOWS (C4)
C = TEMPORARY COMPRESSION
- COMPRESSION IN PRE HEAD CUSHION (CM.)- 10 AL
= PHE SHORTENING FOR PILE LENGTH OF L (CM) »
•10 14
– COMPRESSION IN THE SOIL UNDERNEATH AND SURROUNDING THE PHE = 0.25 01.
ł w PILE CUSHION THICKNESS (M)
L
- PILE LENGTH (M.)
A - CROSS SECTIONAL AREA OF PILE (CM2)
&- MODULUS OF ELASTICITY PILE CUSHION THICKNESS (K.)
$4,100 KSC. FOR SOFTWOOD CUSHION
• 112,300 KSC. FOR MEDIUM HARDWOOD CUSHION
- 136,300 KSC. FOR HARDWOOD CUSHION
- MODULUS OF ELASTICITY FOR CONCRETE OF PILE
- 238,358 KSC. FOR RC DRIVEN PILE
** 284,386 KSC. FOR PRECAST DRIVEN PLE - 339,882 KSC, FOR PRECAST SPUN PILE
洲
- THE REINFORCEMENT SPUCED POSITION SHALL BE SPECIFIED IN THE DRAWING OTHERWISE SHALL BE REVIEWED BY THE ENGINEERING SUPERVISOR
THE LAP LENGTH OF SPLICING IS NOT LESS THAN 40 AND 30 TIMES OF THE DIAMETER OF ROUND AND DEFORMED BARS, RESPECTIVELY.
PRESTRESSING STEEL - PRESTRESSING WRES CONFORMED TO 715.95 AND
THE ULTIMATE TENSILE STRENGTH AND YIELD STRENGTH FOR WRE #5 MM. ARE 34.70 KN/STRAND
AND 29.50 KN/STRAND (GRADE 1770 MPQ), RESPECTIVELY
THE ULTIMATE TENSILE STRENGTH AND YIELD STRENGTH FOR WRE 47 MM, ARE 64.30 XN/STRAND
AND 54.70 KN/STRAND (GRADE 1670 MPG), RESPECTIVELY - PG. STRAND CONFORMED TO NIS420 AND
THE ULTIMATE TENSILE STRENGTH AND YIELD STRENGIM FOR STRAND 19.5 UM. ARE 102.00 KN/STRAND
AND 88.50 KN/STRAND (GRADE 1880 MP«), RESPECTIVELY
THE ULTIMATE TENSILE STRENGTH AND YELD STRENGTH FOR STRAND #127 MM. ARE 183.80 KN/STRAND
AND 156,00 KN/STRAND (GRADE 1860 MP¤), RESPECTIVELY
MATERIAL USE FOR SPLICE JOINT, PILE SHOE AND PILE END - WELDING STANDARD IS ACCORDING TO AWS (AMERICAN WELDING SOCIETY)
- CAST IRON PLLE SHOE SHALL BE INSTALL FOR SHALES OR ROCK
- STEEL PLATE SHALL BE CONFORMED TO TIS.1490 GRADE Fa25
- THE ULTIMATE TENSILE STRENGTH (FU) OF WELDING ELECTRODE SHALL BE AT LEAST 485 MP¤
- ANY TOP SIDE AT PILE END SHALL BE STAMPED “TOP”, THE PRINTED TEXT SIZE 0.10 M. AND PAINT RED COLOR
MILE END
TOP
THE SIZE SELECTION FOR HAMMER - THE MAXIMUM HAMMER WEIGHT (Y …) SHALL BE
BY
A
4.0764√A_B (TOM.)
CROSS SECTIONAL AREA OF PILE (CM)
6 - MOTH OF PLE (CM)
HEIGHT OF DROP (CH)
Z THE MINIMUM HAMMER WEIGH SHALL BE AT LEAST HALF WEIGHT OF THE PILE AND 3 TON.
DETERMINATION OF PILE LOAD CAPACITY BY STATIC LOAD TEST - NUMBER AND LOCATION OF TEST PILES SHALL BE AS SPECIFIED IN THE DRAWINGS..
- METHOD OF PLE LOAD TEST SHALL BE ACCORDING TO DON STANDARDS,
3 ULTIMATE LOAD USED IN THE LOAD TEST SHALL BE 2 TIMES OF ALLOWABLE LOAD (F.S. - 200),
NOTES: - OTHER DETAILS WERE NOT SPECIFIED ARE ACCORDING TO DWQ. CN-001 TO GE-003.
- FREE STANDING HEIGHT OF PLE SHALL NOT EXCEED 3.00 M.
FOR OTHER SUITABLE FREE STANDING HEIGHT SHALL BE DESIGNED
THE SPUCING JOINTS OF R.O. AND PO. PILES - PILE WELDING SHALL BE APPUED IN ACCORDANCE WTH THE FOLLOWING CONDITIONS
1.1 THE LENGTH OF SQUARE R.C. AND PC. PLES DIMENSION 40x40 CM. IS OVER 25.00 M. AND THE TOTAL LENGTH OF THE PILE SHALL BE LESS THAN 30.00 M.
1.2 THE LENGTH OF SQUARE R.G. AND PG. PILES DIMENSION 52.5x52.5 CM. AND 85×65 CM. IS OVER 30.00 M.
2 ONLY 2 PILES HAVING DIFFERENT IN LENGTH 300 M. (MAX) SHALL BE PERMITTED, - THE JOINT SHALL BE LOWER THAN THE PILE CUT OFF LEVEL AT LEAST 12 M. AND BELOW GROUNDWATER LEVEL. AT LEAST 2 M.
- WELD INSPECTION VERIFIED THE COMPLETENESS AND ACCURACY SHALL BE PROPOSED TO ENGINEER SUPERVISOR FOR APPROVAL BEFORE CARRIED OUT
$. PLE BENT STRUCTURE ARE NOT PERMITTED FOR SPUCING JOINTS OF PILES - IN CASE EXPOSED TO SALTWATER, BRACKISH OR SALNE SOL AREAS FOR SPUCING JOINTS OF PLES MUST HAVE A SYSTEM CORROSION PROTECTION.
THE PRESENT OWNER MUST BE APPROVAL BEFORE IMPLEMENTATION UNLESS OTHERWISE INDICATED)
{REY,1} PEVERON 1/2017
E
NEVERON
IF THE HILEY’S FORMULA IS NOT APPUCABLE IN VERY SOFT CLAY SITE, JANBU’S
DR DANISH’S FORMULA SHALL BE APPLIED AND CONFORMED TO STATIC PLE LOAD TEST MODIFIED FORMULA HILEYS FORMULA SHALL BE CONFIRMED WITH
STATIC PILE LOAD TEST, THE MINIMUN HAMMER WEIGHT AS FOLLOWS :
(MINIMUM HAMMER. WEIGHT) (TOM)
PILE LENGTH (L)
W
min
L< 15.00 M.
1 TIMES WEIGHT OF PILE
15.00 M. <L< 18.00 M.
Ž DINES WEIGHT OF PILE
L > 18.00 M.
↑ TIMES WEIGHT OF PILE
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS
STANDARD DRAWING
PILE SPECIFICATIONS
DESIGNED: DOJ & COMBLA, TAMTS
SUBMITTED:
AMM 2017
APPROVED :
DATE
CHECKED :
SKINEAU OF LOGADOM
¡DATE: OCT 2015
SCALE: AS SHOWN
(DEESTOR OF EDGADON & DEVON JUNEAU)
V.
(POR DIRECTOR GENERAL)
[DWG NO. PL-001
SHEET NO.
306/RI
0: \sta dwg 2013\FL-201(REVDO)
SCALE
€ PILE TR
0.125
20.125
0.18
Red # 10.025
1.50
RBS # 0.075
2-0816 x 1.50 M.
0.25
2-0916 x 1.50 M.
0.40
0.02
0.02
0.40
0.02
PILE SECTION
SCALE
1 : 10
0.02
2.75
L 1 26.00
By
L-3.35
198 • 0.15
SCALE
B
0.40x0.40 M. PRESTRESSED CONCRETE PILE
0.40
2-0916 x 1.50
SECTION A
A
SCALE
1 : 10
0.150
0.40
13 M
13 MM.
6-0825 MMx1,50 M. REINFORCING BAR
0.06
0.14 0.14
0,06
6.8 1400
409 MM.
BASE PLATE
0.018
辛00×400×15 好
0.250
0.280
·COLLAR PLATE 400x250x18 MM.
BAND PLATE
400x150x18 MM.
SPLICING JOINT DETAILS FOR TOTAL LENGHT > 25.00
1.00 - 14.00
0.2931
0.2071
LIFTING POINT
LIFTING POINT !
ONE-POINT LIFTING METHOD
NOT
TO
SCALE
1 : 10
0.08
90'0
0.14
0.14
SECTION D
SCALE
D
1 : 10
PBS # 0.076
2-0816 x 1.50
OFO
1 : 20
0.40
SECTION B
SCALE
TOTAL NO, OF PC. WIRES/STRAND (SEE CROSS SECTION)
2-0825 x 85.00 M.
RBS 0 0.15
WIRES/STRAND
(SEE TABLE ***)
Res # 0.19
B
1 : 10
TABLE "A" (AMOUNT PRESTRESSING TENDONS)
2-0825 x 6,00 M.
6.00
NUMBER AND CHA(0)
LENGTHS (M)
OF PC, WRES
NUMBER AND DIA(0) OF STRANDS
NUMBER AND DIA(4)
NUMBER OF
OF STRANDS
UFTING POINTS
8-0825 MMX1.50 M.
10.00-14.00
24-4 7.0 MM.
16-* 9.53 MM.
8-# 12.7 MM.
ONE
· COLLAR PLATE
400x250x18 MOL.
BASE PLATE
400×400×15MM.
14,01-20,00
24-# 2.0 MM.
16-# 9.53 MM.
8- 12.7 MM.
TWO
20.01-25.00
24 7.0 1
16-4 9.53 MM.
~ 12,7 UN,
TWO
REINFORCEMENT SCHEDULE
BAR
MARK
TYPEK SIZE(MM.)
SPACING (AM)
SHAPE
LENGTH (MM)
CODE
*
L = 14.00 - 25.00
P1
ROS
25, 75, 150
A
300
300
0.5881
0.207L
P*
0812
www
*
1500
288
LIFTING POINT
P3
DB12
B
800
P4
0625
#
6000
26
D026
B
1500
TWO-POINT LIFTING METHOD
NOT
10
DA16
1
#
1500
SCALE
10
I
OR
BAR SHAPE CODE
1,50
(0.16
RB6 0 0.075
RB6 0 0.025
6-DB12
11.501 C
5-0912 MM. x 0,60 M.
0.40
2-0825 % 6,00
5-0812 x 0.60
SECTION C
C
SCALE
1 : 10
888 0 0.075
$-0812
2-0825 x 6.00
NOTES :
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE INDICATED.
2. MATERIAL PROPERTIES ARE ACCORDING TO DWG. PL-001
1. PLE DESIGN CRITERIA AND SPECIFICATIONS ARE ACCORDING TO DWG. PL-001
4. THE MINIKUM INIMAL PRESTRESSING FORCE EXCLUDING SUP LOSS IN WRE STRANDS
AND 7-WRE STRANUS AS FOLLOWS
$7.00 HM, WRE STRANDS 45 KN/STRAND
#9.53 MM. 7-WIRE STRANDS 71.3 KN./STRAND
#127 MM. 7-WIRE STRANDS 128.5 KN/STRAND
S. THE ALLOWABLE COMPRESSION CUBE STRENGTH OF CONCRETE AT INITIAL PRESTRESS
SHALL BE AT LEAST 35 MPD
6. THE SPIRAL, REINFORCEMENT 15 PERMITTED
7. MAXIMUMİ PAYLOAD AND A LOAD CAPACITY OF PILE
ACCORDING TO DWG, PL--001
8. THE PILE WILL BE AVAILABLE WHEN CONCRETE COMPRESSIVE STRENGTH AFTER
28 DAYS NO LESS THAN THE SPECIFIED ACCORDING TO DWG PL-001
9. USE DRIVEN PILE ON PARENT ROCK LAYER OR BEDROCK LAYER. PILE SHOE
ACCORDING TO DWG. PL-001
10. CONTRACTORS USE THE PATTERNS AT PILE SHOE DIFFERENT FROM
DWO.PL-101. THE CONTRACTOR PRESENT PLE SHOE TO THE OWNERS OF SURVEY AND DESIGN FOR APPROVAL BEFORE SO WILL BE USED IN CONSTRUCTION
11. THE THICKNESS OF THE CONCHETE COVERING STEEL IS 5.0 CM.
12. REMOVE ALL CORNER CONCRETE IS VISBLE 20 CM. UNLESS OTHERWISE INDICATED,
13. FREE STANDING HEIGHT OF PILE SHALL NOT EXCEED 3.00 M.
FOR OTHER SUITABLE FREE STANDING HEIGHT SHALL BE DESIGNED
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS STANDARD DRAWING PC. PILES
0.40x0.40 M. PILE CAPACITY AND REINFORCEMENT DETAILS
BUREAU OF LOCATION
DESIGNED; DOGS, & CONSTATANTS CHECKED:
DATE: OCT 2015
SCALE: AS SHOWN
SUBMITTED:
(DIRECTOR OF LOCATION, & DÉSION BUREAU)
DWG NO, PL-201
APPROVED:
SIGNATURE DÁTE
SHEET NO.
310
(FOR DIRECTOR SENTRAL)
00'*
(MAX.)
0.70
(MAX)
1
謝
5.00
(MAX)
VARIES 3.00
3.00
(MAX)
VARIES 1.00
(RAK)
8.00
3,000,70
(MAX.)
R
PILE BENT
6.50+R
6.50+R
2.50
2.50
1.30 0.93
1.86
1.86
1.86
DOWEL SPACING, R325 @ 1.00
9.59
SIX
STX
ST 104-
103
0.40(0.45) (10)
TABLE OF REINFORCEMENT
-C 102
C 101
101*
BAR
BAR BENDING DIAGRAMS
No.
MARK
SPAN 5.00 W.
REINF.
SPAN 6.00 M,
SPAN 7,00 N.
SPAN 8.00 M.
SPAN 9.00 M.
SPAN 10.00 N.
SPAN 12.00 K
REINE
RENF.
REINF.
REINF
REINF
REINF
€ 10%
VARIES
C 102
ST 101*
C 101
€ 102
•P 101**
*** $ 102*
·P 101
ST 102*
0
0.50
0.50
YARIES
VARIES
O
00
€ 101
S-0825
E-D825
6--D225
G-0B25
6-0825
6-0825
+-0825
C 102
2-0312
2-0812
2-5812
2-0812
2-0812
2-D013
2-0812
€ 103
4-0812
4-0812
*-0812
4-0812
4-0012
4-0812
4-0612
ST 101
RED ⚫ 0.20
RBS * 0.20
RB9 * 0.20
RBS 0.20
RB9 * 0.20
R39 0 0.20
RB9 * 0.20
B
B 101
YARIES
ST 102
RAY Ø 0.30
RES # 0.20
RBB * 0.20
RBB * 0.30
RB9 * 0.20
RB9 0 0.30
RAB 0 0.20
YARIES
VALE QUIT LEVEL
✪EXISTING GROUND LEVEL
+--- PILES-RI 0,40x0,40x£.
ST 103*
ST 103*
# 101
13.40
ST 103
0812 • 0.20
0012 0 0.20
0812 # 0.20
0912 @ 0.20
0812 0,20
0812 0 0.20
0912 0 0.20
{
ST 104
2-209
2-RES
2-RBO
3-888
2-R88
2+- RBS
2-189
# 10!
5-DE25
6-0825
6-0825
6-0825
6-0925
6--0825
8-0925
(5.00-6.00 M. SPAN)
5.50-FR
(7.00-8.00 M. SPAN)
PILE BENT
R
1.46
6.50+R
0.72 1.30 1.30
1.30 1.30
1.30
R
1.00.
P 101
(LEVEL 1)
4-0825
$280-4
4-0929
4-0825
+-0325
4-BB25
4-0825
B 201
VARIES
P 101
(LEVEL 2)
8-0825
8-DZ25
*-0925
8-0925
3-0825
8-0920
*-0625
DOWEL SPACING, RB25 @ 1.00
ST 205*
VARIES
$12
C 201
62010-2
3-0825
8-0825
#-0025
8-0825
B-DEZS
0.45
ST 205*
.40(0.45)
·B 201
VANES
i
C 202
2~0812
2-0812
2-DB12
2-0813
2-0812
2-0812
2-0812
4.20
ST 201
R82 0 0.20
ABS # 0.20
Ray 0.20
283 0 0.20
R89 @ 0.20
AB3 * 0,20
RED ❤ 0.20
A
PILE BENT REINFORCEMENT DETAIL SECTION A
SCALE
KARME
ST 202
889 0 0.20
Я8$ # 0.20
RES • 0.20
RSS 0.00
RED 0.20
RBS 0 6.20
ROB * 0.2
A
0.375
0.075
2 : 50 SCALE
1:50
ST 203
RB9 0 0.20
RB9 0.20
RBO # 0.20
RB4 * 0.20
R80 0.20
889 0 0.20
PILE OUT LEVEL
EXISTING GROUND LEVEL.
ST 204
R29 # 0.24
0.20
R69 0 0.20
R89 @ 0.20
RB9 @ 0.20
ROD * 0.20
+--PILES-8 0.40x0.40x£
ST 205
DB12 0.20
08120.20
0812 € 0.20
0912 @ 0,20
0812 * 0.20
0812 @ 0.20
0.40(0.45)
(9.00-10.00 M. SPAN)
PILE BENT DETAILS (HALF ELEV.)
(12.00 M. SPAN)
9 201
6-087B
6-0825
6-0625
6-0825
6-0825
6--0825
$-0325
8 101
B 201
13.40
* 201
SCALE
1 : 75
(LEVEL 1)
4-0825
4-0225
4-0825
4--0375
*-0625
4-0825
4-0825
·ST 103*
-ST 203*
P 201
€ ABUTMENT
3.35
8-0325
$-0825
8-0925
8-0825
8-0825
QQBZS
8-0825
7.00+P
ISIDEWALK
2.60
2.60
0.50++P
1.30 0.93
1.86
7.00+P
1.86
(LEVEL 2)
@ 101
8 201
VARIES
1.85
SIDEWALK 0.50+P
SECTION B
B
SECTION C
C
W 205
4-0812
4-0812
4-DBIZ
*-0812
4-0812
4-0012
*-0812
DOWEL SPACING, R825 * 1.00
SCULE
I : 25
SCALE
1: 25
SONA
20
W 206
3-0812
3-0012
3-0812
3-0812
3-DB12
3-0812
3-1812
SIX
C ABUTMENT
SIX
REMARK :
LEVEL
W 208-
-ST 201
SEE DETAIL "*"
W 209
202-
ST 202
W 205
EXISTING GROUND LEVEL
f---PILES-C3 0.40x0,40x.
(5.00-6.00 M. SPAN)
(7.00-8.00 M. SPAN)
ABUTMENT
SIDEWALK. 0.50+P i
1,48
7.00 P
3.44
0.721 1.30
1.50
DOWEL SPAQNQ RB23 0 1.00
7.00+P
1.30
1.30 1.30
SIDEWALK 0.50+P
1x
513
€ ABUTMENT
--
SIX
(9.00-10.00 M. SPAN)
(12.00 M. SPAN)
ABUTMENT DETAILS (HALF ELEV. & PLAN)
SCALE
1 : 75
PILE OUT LEVELI
0.70
200
C 201:
→ST 304*
* RENFORCEMENT NUMBERS OF P 101 AND P 201 ARE SHOWN PER COLUMN RELEVANT TO SEISMIC LEVEL 1 (1A OR 18) AD 2
NOTES:
1. ALL DIMENSIONS SHOWN ARE IN METERS VILLESS OTHERWISE INDICATED. 2. DEBGN LIVE LOAD : H-93
3. A MINKUM ULTIMATE COMPRESSIVE STRENGTH FOR A 150×150x150 MM,
ال نمیگیره
ST 201
WUJ
C 201
ST 203*
C 202
ST 203*
C 201
# 201
0.05
-ST 20**
PLE CUT LEVEL
4-0825
(FULL LENGTH DOWEL BARS)
--PILES-10.40x0,40x0.40xt.
SECTION D
SCALE
1 : 50
W 206
P 201
---ST 204*
ST 201
CUBET AT 28 DAYS AS FOLLOWS:
A) FOR PILE BENT/CAR BEAM
35
MPO. (357 KG/CM2)
B) FOR ABUTMENT/R.C. DRIVEN MILE
39 MP. (357 KG/CM2)
C) FOR PRECAST ORIVEN PILE
45 MPa. (459 KG/CM2)
35 MPa. (357 KG/CM2)
D) FOR SIDEWALK AND BARRIER
4. REBAR SIZES SMALLER THAN 12 MM. SHALL BE TIS 20 GRADE SR 24 PLAN ROUND BARS, OTHERS
SHALL BE TIS 24 BRADE SD 40 DEFORMED BARS UNLESS OTHERWISE IMOICATED.
5. EACH PRE SHALL BE DRIVEN TO A DEPTH WHERE SCOUR WILL NOT AFFECT CAPACITY,
THE MINIMUM ALLOWABLE CAPACITY OF 0.50 MN (50 TON) FOR EACH PHE AND A MINIMUM
3.30 M. EMBEDED LENGTH UNDER A DEPTH ARE REQUIRED
E. HORIZONTAL CROSS BRACING BETWEEN COLUMNS OF PILE BENT SHALL BE PROVIDED AS FOLLOWS:
A) IF THE DISTANCE FROM EXISTING GROUND LEVEL TO THE BOTTOM OF THE CAR BEAM EXCEED
3.00 M., A BRACING SHALL BE PLACED IN SUCH A WAY THAT THE DISTANCE FROM THE BOTTOM
OF THE CAP SEAM TO THE CENTERLINE OF THE BRACING IS NOT MORE THAN 3.00 M.
B) IF THE DISTANCE BETWEEN THE CENTERUNE OF THE BRACING TO THE EXISTING GROUND LEVE,
EXCEED 3.00 M., ADDITIONAL BRACINGS SHALL BE PROVIDED AT AN INTERVAL NOT MORE THAN 3.00 M.
7. *ADJUST SPACING OF STEEL RENFORCEMENT IN TABLE BY 0 0.10 (TYP.) TO RESIST EARTHQUAKE FORCE,
(IN CASE OF GRIDGE LOCATED IN SEISMIC LEVEL 18 AND 2)
& IF THE DISTANCE BETWEEN THE CENTERLINE OF THE BRACING TO THE EXISTING GROUND LEVEL OF ABUTMENT EXCEED 4.00 M., OTHER TYPE OF ABUTMENT AS DWG, ND. PB-308 SHALL BE USED.
9. R = 0.50 M. FOR THE SMIDGE WIHOUT SIDEWALK (P = 0.00). FOR THE BRIDGE WITH
SIDEWALK OF P = 0.30 AND 1.00, R * 0.50 M. AND 1.00 M., RESPECTIVELY SIDEWALK OF P = 0.50 AND 1.00, R * 0.50 M. AND 1.00 M., RESPECTIVELY. USING 0.45 WMEN PILE BENT AND BEAM ARC IN SALTWATER
KINGDOM OF THAILAND
MINISTAY OF TRANSPORT DEPARTMENT OF HIGHWAYS
STANDARD DRAWING
13.00 M. ROADWAY WIDTH SLAB BRIDGE, O SKEW PILE BENT AND ABUTMENT DETAILS
D
ABUTMENT REINFORCEMENT
SCALE
1 : 50
❤EXISTING GROUND LEVEL
· PILES-D 0.40x0,43xL
10.70
2.00
SECTION E SCALE
E
DETAIL "1"
SUBMITTED;
1 : 50
SCALE
): 50
RAVI
REWSON 1/1017
JAM ZAT
APPROVED :
WV
REVISION
DATE
DESIGNED : 0.DH, & CORSETAMIS
CHECKED:
BUREAU OF LOGATION & DESIGN
[DATE: OCT 2015
SCALE: AS SKOWN
INVECTOR OF Koganen * DESIGN BAYEMÍ
|DWOHO, PB-215
SHEET NO.
240/R1
(FOR PREGITR CENENKE)
7:
SERVA
L
VARIES
8.00 (MAN.)
3.00
(MAX)
R
0.50
SIZ
4 PLE BENT
ROADWAY WIDTH
.50
0.50
ELEVATION
€ PILE BENT
PLAN
PROVIDING MAINTENANCE AT PILE BENT DETAIL
SCALE
ST 201
W 206
C 201
C 202
i
© 201-
}
W 201
A
jimmen 202
4-0012
# 202
A
1 : 50
WINGWALL REINFORCEMENT
SCALE
W 203
ST 207
W 204
* 207
CN 201
W 201
ST 204
W 202
SECTION B
SCALE
1 : 30
1.75
0.30/ 3,20
-4-PVC PIPES
SLEEVES, #2′′ (TYP)
EXISTING GROUND LEVEL
BON
4.00
{MAX}
0.28
£4.17
0.70
SEE DETAIL ""
4-0912
ST 203
S7 202
C 201
ST 203
G 202
C 201
# 201
W 202
ROADWAY SURFACE
0.25
P 201, CN 201
| (MAX)
0.50
(MAX)
€ ABUTMENT
SIDEWALK 0.50+P
ROADWAY WITH
IX
·SEE DETAIL *****
W 207
SIDEWALK
0.50+P
1x
SIX
ABUTMENT ELEVATION
€ ABUTMENT
O' SKEW
SECTION A
SCALE
A
1 : 50
SCALE
DETAIL "1"
SCALE
3-0912
RBB * 0.20
0.20
WINGWALL DETAILS
1 : 50
SCALE
0.20
VARIES
0.50
00%
TABLE OF CAPBEAM WIDTH (You)
CAPBEAM WIOTH (Wean)
* ? SKEW 7 25*
25 < SKEW 7 45′′
CENTER TO CENTER SPAN (M)
$.00 6,00 7.00 8.00 9.00 10.00 12.00
0.50 0.50 0.50 0.30 0.50 0,50
0.30
4.55 0.95 0,55 0,60 0.60 0.60 0.60
0812 0 0.20
LENGTH OF WINGWALL
L = 1.414 SEC (45-8/2)
EXISTING CICUND LEVEL
12 = 0.500 SEC (45'-8/2)
LO # 1414 SEC (45^+8/2)
14 = 0.500 SEC (45'48/2)
200
0.20
ABUTHENT
ROADWAY
1*-45' SKEW
ABUTMENT PLAN
SCALE
1 : 75
SPANLENGTH 1 12.00 M.
0.20
W 208
W 209
0.13 0.25
0.01
0.01
W 208
W 209:
W 204
W 207
# 204
# 203
W 203-
ST 207
ST 207
W 208
W 209
DETAIL "2"
SECTION C
C
SCALE
1 : 50
1:50
0.015
(MIN)
0.054
0.01
COMPRESSION SEAL
SCALE
1 : 2
BLAR
BAR BENDING DIAGRAMS
WARK
SPAN 5.00 M.
REINF
TABLE OF REINFORCEMENT
SPAN 6.00 N. REINC.
SPAN 7,00 M.
REINF.
SPAN 8.00 M. RONF.
SPAN 9.00 M. RENF.
SPAN 10.00 M.
REINF
SPAN 12.00 M. REINF
NOTES:
VARIES
ST 207
ABS * 0.30
Rag 9.30
Res ⚫ 0.30
AU$ * 0.30
R89 0 0.30
#99 @ 0.30
W 201
0812 @ 0.20
0912 @ 0.20
08120 0.20
0812 ⚫ 0.20
DB12 0 0.20
0212 0 0.20
0912 @ 0.20
0.05 0.05
0.05 m
0.425
0.675
0.40
0.05
VARIES
10.40
404
.95
REMARK
0.05
VARIES
1.45 0.47
6
W 202
RBS # 0.30
R86 0 0.30
RBB @ 0.30
RB6 @ 0.30
ABG 0 0.30
REB * 0.30
R96 @ 0.30
W 203
D812 # 0.15
0812 # 0.1S
08120.15
D812 0 0.15
DB12 0 0.15
0012 0 0.13
0812 @ 0.15
Y 204
RBS 0.38
859 @ 0.30
RB9 0.30
RBB 0.30
RÉS 0.30
R89 @ 0.30
#B9 * 0.30
9 207
0812 @ 0.15
0312 0 0,15
0812 0 0.13
OBIZ * 0.15
DE120. IS
DB12 @ 0.15
0912 @ 0.15
0
W 108
2-0012
2-0812
2-0812
2-0812
2-0912
2-0613
2-0612
W 209
2-R89
2-AB9
2-889
2-RAU
2-889
2-89
2-R63
0.02 111 0.02
TYPICAL WATER DRIP DETAIL SCALE
TO
SCALE
0.25 (MAX)] 0.175-0.80
TOP OF SIDEWALK-
TOP OF ROADWAY
SEE DETAY AT ---
DWG. NO. SP-381
MASTIC JOINT SEALER 20-25 MM. DEEP
·CELOTEX WITH TAR TOP OF ROADWAY
9180-+-
DETAIL "A"
SCALE
1 : 25
0.20
DOWEL BAR (RAZ5)
◊ 1,00 WITH 0.05 MASTIC
COAT ON PROJECTION ONLY,
0.40
+ Leze
0.20 0.255ECH
10.78SECO
L-EQUAL TO THE THICKNESS
OF DECK SLAB BUT NOT LESS THAN 400 MM.
·SELECTED GRANULAR FILL.
·0.15x0.01 ELASTOMERIC BEARING
PAD HARDNESS ED PLACING CONTNUDUELY ACROSS THE
WIDTH OF SLAS
ABUTMENT HEAD DETAILS (SECTION 2
SCALE
1: 90
2)
0.25
0.70
SPAN LENGTH 10.00 M.
15.00 M. (MAX)) SPAN LENGIH
MASTIC JONT SCALER ASPHALTIC SURFACE
-SEE COMPRESSION SEAL
CELOTEX WITH TAR
SEE PC.PLANK
MASTIC JOINT SEALER-
ASPHALTIC SURFACE —— SEE DETAIL ***-
0.08(TYP)
COLOTEX WITH TAR
·SEE PC.PLANK
0.05(TYP)
0.15x0.01 ELASTOMERIC BEARING PAD, HARDNESS 60 PLACING CONTINUOUSLY ACROSS THE WIDTH OF SLAB
DOWEL BAR 8825 WITH 5 MM. MASTIC
COAT ON PROJECTION ONLY
02'0
DRILL HOLES PROVIDED FOR BEARING PAD MAINTENANCE
0.15x0.01 ELASTOMERIC BEARING PAD, HARDNESS 60 PLACING CONTINUOUSLY ACROSS THE WIDTH OF SLAB I
GOWEL GAR R825
WITH $ MIL. MASTIC
COAT ON PROJECTION ONLY
0.70
-DRILL HOLES PROVIDED
FOR BEARING PAD
MARITENANCE
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE INDICATED
2. DESIGN LIVE LOAD: HL-83
3. A MINIMUM ULTIMATE COMPRESSIVE STRENGTH FOR A 150x150×150 MM. CURE AT 28 DAYS
FOR WINGWALL 35 MPO. (357 KG/CM2)
SAME SPAN
4. REBAR SIZES SMALLER THAN 12 MN. SHALL BE NS 20 GRADE SA 24 PLAIN ROUND BARS, OTHERS
SHALL BE TIS 24 GRADE SO 40 DEFORMED BARS UNLESS OTHERWISE INDICATED.
5. CLEAR CONCRETE COVER SHALL BE 50 MM. EXCEPT FOR BACK WALL AND WINGWALLS
WHERE A CLEAR COVER OF 25 NM. SHALL BE PROVIDED.
6. UMITATION OF BACKFILL SHOULD NOT EXCEED 4.00 M. IF BACKFILL EXCEED 4.00 M..
ABUTMENT DETAILS AS DWG NO. PB-309 OR P8-310 SHALL BE USED.
7. R = 0.50 M. FOR THE BRIDGE WITHOUT SIDEWALK (P = 0.00). FOR THE BRIDGE WITH
SIDEWALK OF 0.50 AND 1.00, R = 0.50 M. AND 1.00 M, RESPECTIVELY.
8. THIS DRAWING IS COMPLEMENTARY WTH DWG, NO. PE-202 TO PB-221. PB-301 TO FB-310
(9) COMPRESSION SEAL SHALL BE REPLACED BY MASTIC JOINT SEALER WHEN PAVE
THE ROAD SURFACE WITH ASPHALT
CAP BEAM DETAIL (SECTION 1
SCALE
1 : 25
DIFF. SPAN
1)
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS STANDARD DRAWING
CAP SEAM AND WINGWALL OF ABUTMENT DIMENSION AND REINFORCEMENT DETAILS
PUREAU OF LOCATION
* DESIGN
DESIGHED: DOK. & CONSIA, TANTS
CHECKED:
SUMMITTED :
KEVI¦ REVISION 1/2DET
|JUN 2017
APPROVED:
SIGHAFUMË
DATE
CORECTOR OF LODANOM & DESHEM BUREAUĄ
(FOR DRECIOR GENERAL)
[DATE: OCT 2015
BCALE: AS SHOWN
iDWG NO. 23–10:
SMEET NO.
225/RI
D:\20141103.„Team Group\D 2358\,1092045_STANDARD DRAWING DORYStonderd Drawing 009,81,02,183,uuuuwdging und Revision 1,2017-JAN2016\ENGLSTANDARD FINAL~1--CAD(ENG)\,STRUCTURAL WORK\Sirvetural Work-Sec. 1 Bridge Span Hot More Than 20.00 MYPG-226(REVOI
OF PIER
BOX BEXH
LBOX BEAM
CBOX BEAML
BOX BEAM
C BOX BEAK
BOX BEAM
Q_BOX_BEAM.....
CBOX BEAM
4.BOX BEALL
BOX BEAM
CBOX BEAN
ROADWAY "WDIN (W)
M
Ten mas mahu leben Mal a des
La/2
OF PIER
-NO.OF BOX BEAM (ng)
Labour per telecom www. for mega man tone Pantie jaarça may be for sach, ghar and wate
BRIDGE SPAN LENGTH (LA)
PLAN OF BRIDGE DECK
ASEC A
BSECO
* OF BRIDGE
in/2
مات
ة الاب والديلي ميل الان
Mkt male pandering
SIDEWATR
ESEC @
€ SPAN
@ OF PIER
ROADWAY WIDTH (WSECO)
FL
0.90
SIDEWALK ~~min
SPECP SECR
SSECP ESECE
OF PIER&DECK
71
15/210/21
SSECS
SSECT
ASS
ROADWAY WIDTH (W SECO)
SPESS
SSECE
SECTION B-B
12
-STI
NO.OS
BOX BEAM (N,)
< H < 15 M.
8.01-13 M.
BEECE
ESECO
-CLASH WALL 0.25
(DB1200.25
FACE)
(081200.25
B2
DI
HALF SIDE WITHOUT PRECAST SKIRTING
HALF SIDE WITH
PRECAST SKIRTING
OF FOOTING
SECTION AmA
T2
4.01–3 M.
# <* 8.00 M.
-PRECAST SKIRTING
ASH WALL
0.30
0.60 0.50
N#2
HALF SIDE WITHOUT PRECAST SKIRTING
HALİSIDE WITH PRECAST SKIRTING
OF FOOTING AND PIER
PLAN OF FOODING
TF1 TF2
-081600.25
(TIE AROUND) HPRECAST SKIRTING
€ OF FOOTING
SECTION OF POOTING
-PLE # 400x400 MM. SAFE LOAD 50 TON/PILE (OTHERS DETAILS ACCORDING TO PILE STANDARD)
ADJUST LENGTH FOR SKEW BRIDGE
SKEW ANGLE, @ (DEGREE)) 0
SEC @
VALUE OF SE09 IN CASE OF SKEW BRIDGE (SKEW, 0)
5
10
15 20 25 30 35 40
1,0000 | 1.0038 | 1,0154 | 1.0353 | 1.0642 | 1.1034 | 1.1547 | 1.2208 | 1,3054 | 1.4142
45
STA (TES)
PLAN OF CAP
2.SPAN 20.00 M., HEIGHT ≤ 15.00 M.
2.1 DIMENSION OF SUBSTRUCTURE & REBAR OF COLUMN
22
50 SECO
S1 SECO
52 SECO
S SECB
$3 SECH
81
B
12
SECTION C-0
SECTION E-E
LA W (M) (4.)
20.00 M. 9.00 SEISMIC 10.00 LEVEL 1
NO. OF BOXBEAM (4)
DIMENSION (M.)
© (SIDEWALK WOTH)
REBAR COLUMN
11
12
A B E S
171.00] 6.80 2.10 1.00 112.00] 7.40 | 2.30
1,00
1,00
52
CR1 93 $1.00 MSW=1.50 M) D (4) 2.20 1 4.80 1.00 1.00 3.60 | 2.80 | 1.00
1,50
1.10
CR2
24-0826 | 24-0825
1.50
1.10
25-0825 | 23-0825
ST3
CR3
STA
081200.30 DB:200.15 24-DB25 031200.15 25-0825 DB1200.30
11.00
12.00
13
113,00) 8,00 ( 2.50
1.00 4.00 3.00 1.00
1,00
1.50
1.20
13
14.00] 8.30 1 2.85 1.00 | 3.70 | 4.80 1.00
1,00
1.80
1.20
20.00 M. 9.00
*#
-82
81
+
CR2 (BUNDLE)
SEISMIC 10.00! LEVEL 2
12
11.00) 8.80 2.10 ) 1.00 | 220 | 4.80 1.00 12.00) 7.40 | 3,30 | 1.00 3.60 2.80 1.00 1.00
1.00
1.50
1.10
1.50
1.10
11.00
13
13.00 8.00 | 2.50 1.00 4.00 13.00 1.00
001
1.30
STJ (TES)
12.00
13
14.00) 8.30 2.85 | 1,00 1 3.70 | 4.60 100 1,00
1,50
1.20
1.20
26-082526-0925 091200.15 28-0825 081200.30 27-0825/27-0825 091200.15 27-0825 081200.30 42-DB25 | 42-0825 081200.16 42-0825 DB1200.30
081200.16 46-0825 46-0825
46-0925 081200.30 46-DB25 ( 46-0825 081200.15 46-0825 081200.30
081200.15 47-0825 | 47-0825
47-0825 081200.30
SECTION OF CAP
1.SPAN 15.00 M., HEIGHT < 15.00 M.
1.1 DIMENSION OF SUBSTRUCTURE & REBAR OF COLUMN
NO.OF
Ln
#
DIMENSION (M.)
C (SIDEWALK WIDTH)
BOXBEAM
(K)
(M)
(M)
#
15.00 1.
9.00
11
S $1 $2
[11,00) 6,80 | 2.10 | 1.00 | 2.20 | 4,80
$3 SW=1.00 MSW=1.50 M} D (M.)
1,00
1.00
1.50
1.10
SEISMIC 10.00
12
(12,00 7,40 | 2.30 | 1.00
3.80 | 2.80 1.00 1,00
1.50
1,10
LEVEL !
11.00
13
13.00) 8.00 2.50 1 1.00
4.00 | 3.00
1.00
1.00
1.50
1.20
12.00
#4
(14.00) 8.30 ( 2.85 1.00
3.30 14.60
1.00
1.00
1.50
1.20
REBAR COLUMN
CR1
STI CR2
CR3
S7+
|24-0825 | 24-DB25 051200.15 24-0825 081200.30 25-08251 25-D825 091200.15 25-0825 081290.30 26-D825 | 26--DB25 081200.15 26-0825 081200.30 27-082527-0625
18.00 M. 9.00
11
[11.00] 6.80 | 2.10 | 100 | 2,20 | 4,60 | 1.00
1.00
1.50
1.10
30-0825 130-0825
081200.15 27-0825 091200.30
081200.15 30-0825 081200.30
SEISMIC 10.00/
LEVEL 2
11.00
12.00
12
13
14
12.00] 7.40 | 2.30 | 1.00 3,60 | 2.80] 1.00
1.00
1.50
1.10
32-092532-0825
13.00) 8,00 | 2.50 | 1.00 114.00) 8.30 | 2.85 1.00
4.00 | 3.00 | 1,00 1.00
3.70 4.60 1.00 1.00
1.50
1.50
1.20
1.20
33-0825 | 33-0829 34-0825 | 34-DB25
081200.15 32-0825 081200.30 BB1200.15 30-0825 081200.30 081200.15 34-0825 D1200.30
1.2 REBAR OF CAP BEAM
SECTION D-D
W
b
h
(M.) (M.)
TI
T2
LEVEL 1
15.00 M. | 9.00
LEVEL 2
19.00 M. | 9.00 1.30 1.20 15-0025] SEISMIC 10.00 1.30 1.20 17-0825)
11.00 1.40 1.20 18-0825)
12.00 1.40 1.20 10-DB25
1.30
1.20 15-0829) SESNIC 10.00 1.36 1.20 (17-0825 11.00 1.40 1.20 (18-0825; 12.00 1.40 1.20 119-0325;
SKEW 0-30 DEGREE
B1 B2
15-0825)
[17-0823)
STI(STIRRUPS)ST2(STIRRUPS)
12
4-081200,15
4-081200.15
18-0825
19-0925 115-08250
4-081200.15
4-DB1200.15
4-081200.15
18-0825 19-0825
4-081200.15 4-081200.15
+-081200.15
+-081200.30 (15-0825 4-091200.30 #7-0825) 4-091200.30 18-D825) 4-081200.30 19-0825 4-D91200.30 19-0825] | 4-D81200.30 17-0825) 4-081200.30 [18-0825
4-081200.30 19-0925
B1
15-0825 {17-0828}
18-0625
19-0823)
SKEW 31-45 DEGREE
82 |STI(STIRRUPS)|STA(STIRRUPS )
4-081200.18 +-081200.0 4-081200.15 4-081200.3D 4-081200.15 | 4-081200.30
4-081300.15 4-DB1200.30
15-0823
17-0825)
18-0825
18-D825)
4-081200,13 4-081200.30 4-081200.15 4-081200.30
4-031200.15 4-021200.30 +-081200.15 4-081200.30
1.3 FOUNDATION & PILE
La
W
PILE SIZING
(M)
(M)
(MM.)
Net Nc2
IND.OF PILE
15.00 ML
$.00
400×400 7
14
SEISMIC
10.00
# 400x400
7 2
14
LEVEL 1
11.00
B 400x400
$ 2
16 12,00| 2,80
12.00
# 400x400 * 2 16
15.00 M.
9.00
£ 4002400
7
2
14
SEISMIC
10.00
£ 400x400
The
* 14
LEVEL 2
11.00
B 400X400
.
2
18
1.48
13.00 2.80 1.50 1.60 10.00) 2.80 1.50 1.37
11.00 | 2.80 1.50 1.53
12.00 ( 2.80 1.50 1.46
FOOTING DIMENSION (M.)
FB FO
10.00 2.80 1.50 1.37
11.00 2.80 1.30 1.53
1.50
12.00 400x400
A
褒 18 13.00 2.80 1.50 1.60
2.2 REBAR OF CAP BEAM
SKEW 0-30 DEGREE
LA
W (M.) 00
b
h
TI
12
20.00 M. 9.00
SEGUIC 20.00 LEVEL F
1.30
1.30 1.20 18-0825)
$1.00 1.40 1.20 18-0825 12.00] 1.40 1.30 18-0325
9.00 20.00 M.
1.30 1.20 118-0835 SEISMIC | 10.00] 1.30
1.20 18-D825 LEVEL 2
11.00 1.40 1.20 18-0828
12.00 1.40 1.20 18-0B25:
1.20 118-0825)
B1
18-0825
82 (ST1(STIRRUPS) ST2(STIRRUPS)
18-0825)
4-081200.15 4-081200.20 18-0825 12-0825|12-D825) 4-DP1200.15 4-081200.20 18-0925) 13-0825/13-DRZS| 5-D81200.15 4-081200.20 [18-0825) |14-0825/14-0825) 5-081200.15 4--081200.20
4-081200.15 4-DB1200.20 18-0925] 12-0825|12-0825) 4-081200.15 4-081200.20 18-0835 13-D825/13-0825) 5-081300,15 4-DB12000.20 18-0825 |14-0825|16-0825| 5-381200.15 4-081200.20 18-0825)
(18-08261
SKEW 31-45 DEGREE
T2
#1
118-0825
TW
B2 STI(STIRRUPS) ST2(STIRRUPS)
4-081200.15 [12-0835|12-DB25) 4-081200.15 113-0825 13-D828) S-081200.15 }14-0825|14-0825) 5-DB1200.15
18-0825)
4-091200,15 (12-0025)12-0825) 4-081200.15 |13-BB25|13-0825] 5-0B1200.16 14-0825 14-D825) 5-081200.15
4-081200.20
4-081200.20
4-081200,20
| 4-DB1200.20
4--08:200.20
4-081200.20
4-081200.20
+--DB1200.20
2.3 FOUNDATION & PILE
La (M.)
W
SEISMIC 10.00 LEVEL !
PILE SIZING (MM)
20.00 M. | 9.00 1 1 400x400 0 400x400
No1iNc2
INO.OF PILE
FOOTING DIMENSION (M.)
FL FB FO
a
A
$ 2
2 16
10.00 2.80 1.50 1.17
18
19.00
12.00
# 400x400 9 2 18
£ 400x400 10 2
20
11.00) 2.80 1.50 1.31 12.50 2.80 1.50
1.34 13.00 | 2.80 1.50 1.24
20.00 M. 9.00
£ 400x400
B
*
16
10.00 2.80
1.50 1.17
SEISMIC 10.00
400x400
#
2
16
11.00 | 2.80
1.50
LEVEL 2 11.00
# 400x400 $ 染
18
12.50) 2.80 1.50
12.00
£ 400x400 10
2
20
13.00 | 2.80
1,31
1.34
1.50 1.24
REMARK :
2 LAYERS
BOTTOM REBAR
8F2
TOP REBAR
TF1
TF2
2.00 (082500.125 *1082500.175|092500.125 **(DB2000.200 2.00 DB2800.15 ** 082500.175) 082800,15 ** DB2003.200 2.00 D82800.128 ** |D82500.175 | 082800.125 **JOB2000.200 200 10e2800.10 ** DB2500.175 | DB2800.10 ** [082000.200 2,00 |082540,125 **}D82500.175(082500.125 **}082000.200 2.00 1082860.15 ** D82500.175)082800.15 ** (082000.200 2.00 1087800.125 ** ¡D82500.175 | 082800.125 **)082000,200 | 2.00 1082800.10 ** [D82500.175)082800.10 ** 092300.200
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS
STANDARD DRAWING
TWO COLUMNS PIER WITH SIDEWALK (FOR BOX BEAM) ROADWAY WIDTH 9.00 12.00 M.. 15.00 M. AND 20.00 M. SPAN HEIGHT < 15.00 M.
DEZKINED: DOR & CONSULTANTS
CHECKED:
BUREAU OF LOCATION * DESIGN
BOTTOM REBAR
BF1
9F2
TOP REBAR
TF1
TF2
$ 2.00 | D62500.125 **|D82500.175| 082500.125 ** (D82000.200) 2.00 (D82800.15 ** |082500.175)082800.15 ** (022000.200 2.00 (D82800.125 **|D82500.175| 082800.125 ** (DB2000.200) 2.00 (D82800.10 ** [D82500.175082800.10 ** |082003.2001 2.00 1082500.125 ** 082500,175 | 082500.125 ** (082000.200! 2.00 182800.15 ** |D82500.175 | 082800.15 ** IDB2000.2001 2.00 1082800.125 ** ¡pa2503.175 | DS2800.125 ** 1082000,200)
2.00082600.10 ** ¿D82500.175) DB2800.10 ** |D62000-200
NOTES:
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE INDICATED. 2. DESIGN LIVE LOAD: HL-93
3. A MINIMUM ULTIMATE COMPRESSIVE STRENGTH FOR A
150x150x150 MM. CUBE AT 28 DAYS AS FOLLOWS:
A) FOR ABUTMENT AND WINGWALL
B) FOR FOOTING
C) FOR SIDEWALK AND BARRIER
35
MPG. (387 KG/CM2)
35
Mo. (357 KG/CM2)
35
#Po. (357 KG/CM2)
KEY.I
REVISION 1 2018
RAY
REVISKOM
4. REBAR SIZES SMALLER THAN 12 MM. SHALL BE TIS 20 GRADE
SR 24 PLAIN ROUND BARS, OTHERS SHALL BE TIS 24 GRADE
SD 40 DEFORMED BARS UNLESS OTHERWISE INDICATED.
(JAN 2013)
SCHMURE
DATE
MANEMETTED :
APPROVED :
(DMLECTOR OF LOCATİON & DESIGN BUREAU)
(FOR ORECTOR CEMOVAL)
ĮDATE : MAR 2018 -
|SCALE: AS SHOWN
DWG NO. PC-226
(SHEET NO. 286/R1
0.10
BRIDGE
}
BARRIER
ROADWAY WIDTH (9.00-15.00 M)
-SEE PRECAST MORTAR DRAIN PIPE DETAI
0612 0.20 0812 * 0.25
"CAST-IN-SITU CONCRETE TOPPING
MINIMUM THICK 0.10 M.
SEE DETAIL ***
SIX
SIX
BRIDGE SECTION (WITHOUT SIDEWALK)
SOULS
OG : 1
CBRIDGE
SIDEWALK HTT
ROADWAY WIDTH
(9.00-15.00 *)
·SEE PRECAST MORTAR DRAIN PIPE DETAIL
DB12 0.20
D912 @ 0.25
SIX
CAST-IN-SITU CONCRETE TOPPING
MINIMUM THICK 0.10 M.
SEE DETAIL ***
SIX
BRIDGE SECTION (1.00 M. SIDEWALK)
SCALE
1 : 50
CBRIDGE.
SIDEWALK (150)
ROADWAX WIDTH
(9.00-15.00 M.)
SEE PRECAST MORTAR DRAIN PIPE DETAIL I
OBIZ ⚫ 0.20 DB12 0 0.25
-CAST-IN-SITU CONCRETE TOPPING
MINIKUM THICK 0.10 M
SEE DETAIL ***
SIX
SIX
0810 @ 0.20
DRIG 0 0.20
BARRIER
(0.50)
10.25
BRIDGE SECTION (1.50 M. SIDEWALK)
SCALE
1: 50
CONCRETE BARIBER
SEE PRECAST MORTAR DRAIN PIPE DETAIL
E PLANK
BARRIER
0.499
0.405
0.045
SIDEWALK.
0.225
SIDEWALK
0.07
DB12 0.20
D812 © 0.25
-0.05 ASPHALTIC TOPPING
(IF REQUIRED)
0812 # Q.30-
10.50
WITHOUT SIDEWALK DETAIL
SCALE
1 : 25
SCALE
D#12 @ 0.30
B012 0.20
CHAMFER 0.02 (TYP)—
PC. PLANK GIRDER AND CAST-IN-SITU SIDEWALK PLAN
SCALE
1 : 50
SPIER
174 SPAN LENGTH (TYPJ
SEE PRECAST MORTAR DRAIN PIPE
PIER 10-500-50
2-PC. MORTAR DRAIN PIPE (EACH SIDE) DRAW PIPE SPACING » 1/2 SPAN LENGTH
SPAN LENGTH * 5.00-12.00 M.
DRAIN PIPE LOCATION
SCALE
1:50
SIDEWALK (1.00)
0.07
0.049
L
0.85
0.99
5.00-10.00 M. SPAN
0.07
0.07
0.425
Q PLANK & HOLES
0.485
0.245
0.25
0.25
0.248
0.045
0.045
0.85
0.39
0.07
12.00 M. SPAN
INTERIOR GIRDER CROSS SECTIONS
SCALE
0.24
-D812 @ 0.20+3-38200EXTRA
AT RAILING COLUMN
0012 0.20
SEE PRECAST MORTAR DRAIN PIPE DETAIL
D812 0.20
0812 @ 0.25
=-0.05 ASPHALTIC TOPPING
(IF REQUIRED)
0.10 (TYP)
1.00 M. SIDEWALK DETAIL
1 : 25
тоб
FOR BARS IN CONTACT
0.235
REZIO
C HOLE
0.07
0.0.1
·DB15
0816-
FOR BARS WI
SECTION B
SOME SPACE APART
B
SCALE
1:2
0.25
VARIES
0.02510.2010.025
*--- MORTAR 1:2
BY VOLUME
PRECAST MORTAR DRAIN PIPE
SCALE
0.85
0.99
1 : 20
-FILLED CONCRETE
1 : 12.5
0812 0 0.20
& HOLE
SECO
0.225
SIDEWALK
(1.50)
10.50
0.80
6.10 (TYP)
& HOLE
CG. PLANK
0.51
0.045
0.48
TABLE PLANK GIRDER OUTLINE
PLANK DIMENSION (M))
TOTAL SHEAR CONNECTOR PER GIRDER
SPAN (H.)
h
h2
*
B
INTERIOR
EXTERIOR
5.00
0.18
0.05
0.09
0.70
&
3
6.00
0.21
0.05
0.09
0.30
1.53
7.00
0.24
0.05
0.09
B.70
1.86
8.00
0.20
0.05
0.10
0.20
1.85
10
5
9.00
0.31
0.08
0,14
0.50
1.60
12
6
10.00
0.35
0.08
0.14
0.50
1.80
12
B
12.00
0.45
0.08
0.14
0.50
1.83
14
7
0.02
0.99
5.00-10.00 M. SPAN
CG. PLANK & HOLES
0.54
0.45
0.24
0.30
0.27
0.18
C PIER
CELOTEX WITH. TAR
0.015
0.045
FREE END GROUTED WITH ASPHALT
ASPHALTIC SURFACE 0.05 THK.
0.92
0.99
12.00 M. SPAN
EXTERIOR GIRDER CROSS SECTIONS
SCALE
1.44
-0812 @ 0.20÷3-0820(~ EXTRA
AT RAILING COLUMN
D812
0.20
SEE PRECAST MORTAR DRAIN PIPE DETAN.
1.50 M. SIDEWALK DETAIL
SCALE
0.07
0.07
INTERIOR GIRDER END SECTIONS
SCALE
1 : 12.5
SECTION 1
(TYP)
08120 0.20
DB12 4.25
-0.05 ASPHALTIC TOPPING
(IF REQUIRED)
!: 12.8
0.42
*--0616
$.
8.
-D816
#.
WELDED JOINT
SHEAR CONNECTOR DETAIL
SONLE
0.92
0.99
EXTERIOR GIRDER END SECTIONS
SCALE
1 (12.00 M. SPAN)
0.01
0.10
0.70
OS C
0.30
MASTIC JOINT SEALER 0.020-0.025 DEPP(11)
·FIXED END GROUTED WITH MORTAR
# 50 MM. HOLE
150x10 MM. ELASTOMERIC BEARING PAD
-DOWEL RB25 @ 1.00 (13)
-CHAMFER 0.02 (TYP)
CAP SCALE
BEAM DETAIL
1 : 25
0.50 (TYP)
SIX
11240.02
0.10
SEE SHEAR CONNECTOR DETAIL
SEE DETAIL "B"
DETAIL "A"
SCALE 1 : 20
NOTES :
1,
ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE INDICATED.
2. DESIGN LIVE LOWD ; H-92
3. A MINIMUM ULTIMATE COMPRESSIVE STRENGTH FOR A 180x150x150 MW. CUBE AT 28 DAYS AS FOLLOWS:
A) FOR PRESTRESSED PLANK GIRDER
B) FOR BRIDGE SLAB TOPPING AND SHEAR KEY
C) FOR SIDEWALK AND BARTHER
50 MPa. (310 XG/CM2)
40
MF«. (408 KG/CM2)
39 MPɑ. (357 xG/CM2)
4. PRESTRESSING STRANDS MAY BE RELEASED AFTER CONCRETE HAS ATTAINED A MINIMUM
ULTIMATE COMPRESSIVE STRENGTH OF 35 MPO. (357 KG/CM2 FOR THE STANDARD CURE.
REBAR SIZES SMALLER THAN 12 MM. SHALL BE TIS 20 GRADE SR 24 PLAIN ROUND BARS, OTHERS
SHALL BE TIS 24 GRADE 50 40 DEFORMED BARS UNLESS OTHERWISE INDICATED,
6. PC. PLANK GIRDER SHALL BE LIFTED AT BOTH ENDS, MIOSPAN LIFTING IS PROHIATED.
7. THIS TYPE OF PC. PLANK GIRDER MAY BE USED WITH PIERS FOR SLAB BRIDGE HAVING THE SAME SPAN LENGTH,
DOWELS FOR HOLDING PC. PLANK GIRDER OVER PIERS SHALL BE PROVIDER AT EVERY ALTERNATE GIRDER.
F PIERS FALL WITHIN THE TRANSITION OF HORIZONTAL CURVE, THE TOP OF CAP BEAM
SHALL BE SUPERELEVATED IN ACCORDANCE WITH THE ROADWAY SUPERLEVATION SO THAT THE
PC. PLANK GIRDER SHALL BE ON A SMOOTH PLANE. ELEVATION OF FINISHED SURFACE SHALL BE ATTAINED
BY ADJUSTING THE CONCRETE TOPPING THIS SHALL BE DONE WITH THE APPROVAL OF THE ENGINEER.
CASTING LENGTH OF A GIRDER SHALL BE 1 CM. SHORTER THAN THE SPAN LENGTH.
REPLACE MASTIC JOINT SEALER WITH COMPRESSION SEAL FOR CONCRETE SURFACE WITHOUT ASPHALTIC TOPPING. 12. THIS DRAWING IS USED IN CONJUNCTION WITH DWG. NO. PG-102, PG-103 AND PG-104. = 50 MPa) 0,50 M. INSTALL DOWEL BARS AT PIER (ABUTMENT) AND FILL CONCRETE {feu FROM THE ENOS OF 12.00 M. SPAN GIRDER.
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS
STANDARD DRAWING
0'-45' SKEW PC. PLANK GIRDER BRIDGE GIRDER DIMENSIONS AND SECTIONS
10.
1 : 25
FILLED CONCRETE
DESIGNED: DAM, & DOMSUS, VANTS CHECKED :
BUREAU OF LOGATION
* DEVON
DATE: OCT 2015
SCALE: AS SHOWN
SUBMITED :
(DIRECTOR OF LOGÁTON À DEACH BRAZALİ)
DWG NO. PG-101
SHEET NO.
FOR PEECKA BINERAL)
208/Ri
1 : 12.5
BEVI Į REVISION: 1/2017
N 2017
APPROVED;
REVERON
SIGNATURE
DATE
0812 e 0.20
0.50 (TYP.
FIRST BAR 0.03 FROM GIRDER ENDS, NEXT 14 BARS 0 0.075 THE REST 0 0.15
10.06
PUS 0 0.15
---8-DB12. ALL
CORNERS (TYP.)
0.50 (TYP.)
0.80
5.00 M. SPAN
FIRST BAR 0.03 FROM GIRDER
RB0 0.15
FIRST BAR 0.03 FROM GIRDER ENDS, NEXT 14 BARS 0 0.075 THE REST O 0,15
ENOS, NEXT 14 BARS 0 0.078 THE REST • 0.15
6-D812, ALL CORNERS (TYP)
0.50 (TYP.)
10.08
0.50 (np.)
10.08
0.50 (TYP)
0.98
6.00 M. SPAN
IFRST BAR D.03 FROM GRDER
ENDS. NEXT 14 BARS # 0.075 THE BEST @ 0.15
0.50 (TYP)
10.06
0.99
7.00 M. SPAN
0.99
9.00 M. SPAN
FIRST BAR 0.03 FROM CIRDER ENDS, NEXT 14 BARS 0.075 THE REST O 0.15
RB9 @ 0.15
·6-0812. AUJ, CORNERS (TYP.}
0.50 (TYP.)
0.50 (TYP)
FIRST BAR 0.03 FROM GIADER
ENDS, NEXT 14 BARS ✪ 0.075 THE REST O 0.15
R29 @ 0.15
0.50 (TYP.)
130812 * 0.25
10.08
0.99
8.00 M. SPAN
SEE DETAIL *I*
ODBIA • 0.25
10.06
0.99
10.00 M. SPAN
FIRST BAR 0.03 FROM GIRDER ENDS, NEXT 14 BARS 0 0.075 THE REST O 0.15
6-0812, ALL CORNERS (TYP.)
4.50 (TYP)
0.50 (TYP)
10.06
0.345 | 025 | 0.29 0.245
0.99
INTERIOR GIRDER CROSS SECTIONS
SCALE
1: 12.5
0812 0 0.20
SEE DETAIL *2′′
0* << 25*
@ > 25
LAYOUT OF REINFORCE CONCRETE TOPPING OVER PLANK GIRDERS
SCALE
p.zq
A
-2-RBS (TOP & BOTTON)
A
D812 0.075-
RBB © 0.10) (EDGL)
END-GIRDER REINFORCEMENT
SCALE
90'0
SECTION A
1 : 75
SCALE
0812 0 0.375
4-RG9
Å
# : 25
1-809
12.00 M. SPAN
→SEE UFTING POINT DETAIL
66 0
0.495
0.495
RGB # 0.15
p-5-0812. ALL
CORNERS (TYP)
0.30 (TYP)
RBS 0 0.15
3-0012. ALL, CORNERS (TYP)
RBO * 0.15
0.50 (TYP.)
RGB # 0.15 -
5-0012. ALL
CORNERS (TYP)
0,50 (TTP)
#
-REINFORCEMENT FOR
SIDEWALK</BARRIER (
0.50 (NF.)
FIRST BAR 0.03 FROM GIRDER
ENDS, NEXT 14 BARS # 0.075 THE REST # 0.15
0.00
FIRST BAR 0.03 FROM GIRDER
5.00 M. SPAN
ENDS, NEXT 14 BARS 0 0.075
THE REST @ 0.15
a
--REINFORCEMENT FOR
SIDEWALK/BARRIER O
0.50 (TYP.)
0.99
6.00 M. SPAN
-6-D812. ALL
CORNERS (TYP)
0.50 (TYP)
R89 * 0.15 -*
S-DR12. ALL CORNERS (TYP:)
0.50 (TYP:)
TRENFORCEMENT FOR
SIDEWALK/BARRIER O
0.50 (TYP.)
0.06
FIAST BAR 0.03 FROM GIRDER ENOS, NEXT 14 BARS 0 0.075 THE REST # 0.18
5-0812, ALI, memang CORNERS (TYP.) 0.10 (MP)
0.50 (TYP)
-REINFORCEMENT FOR
SIDEWALK/BARRIER (0)
@FIRST BAR 0.03 FROM GIRDER
ENDS, NEXT 14 BARS 0.075 THE REST ✪ 0.15
0.50 (TYP)
Q.10 (TYP.)
SEE SECTION A-A
VARIES WA
0.99
FOR CASE I - #
ROB @ 0.16
5-0512, ALL CORNERS (TYP) 0.30 (TYP)
0.50 (TYP)
9.00 M. SPAN
--REINFORCEMENT FOR
SIDEWALK/BARRIER O
0.50 (TYP)
FIRST BAR 0.03 FROM GIRDEN ENDS, NEXT 14 BARS ✪ 0.075 THE REST O G15
SEE SECTION A-A
FOR CASE I - B
VARIES Ws
R80 0 0.15
-9-0912, ALL
CORNERS (TYP)
0.225
0.45
0.325
RB9 @ 0.13 m
3-0012, ALL CORNERS (TYP.}
0.50 (TYP)
0.89
7.00 M. SPAN
RENFORCEMENT FOR SIDEWALK/BARRIER O
0.50 (TYP.)
FIRST BAR 0.03 FROM GIRDER ENDS, NEXT 14 BARS * 0.075
THE REST # 0.15
900
R89 @ 0.13
7-0912, ALL CORNERS (TYP)
0.10 (TYP)
0.50 (TYP.)
SEE SECTION A-A
FOR CASE I 一般
0.99
10.00 M. SPAN
·RØNFORCEMENT FOR SIDEWALK/BARRIER
0.50 (TYP)
FIRST BAR 0.03 FROM GRDER ENDS. NEXT 14 BARS 0 0.075 THE REST @ 0.15 0.10 (TYP)
0.45
0.05
0.15
LIFTING POINT-
HOLE #75 MM.
650
DETAIL "1"
2-0812
(TOP & BOTTOM)
...........CHAMFER 0.02 (TYP.)
SCALE
SEE END-GIRDER
REINFORCEMENT
1 : 50
Re# • 0.10 (EDGE)
500
1:25
0.495
0.99
8.00 M. SPAN
0.05
0.15
VARIES Ws
0.34
0.30
0.27
4.18
0.99
12.00 M. SPAN
EXTERIOR GIRDER TENDON ARRANGEMENTS
SCALE
FUFTING POINT ----
HOLE #75 MM.
DETAIL "5"
2-0812
(TOP & BOTTOM)
·CHAMFER 0.02 (TYP.)
SCALE
BAR BONDING
DIAGRAMS
BAR
REBAR
(M.)
MARK (M.)
*0820
0.50
0.50
GIRDER SURFACE
$500
D812
DB12
DAIZ
0812
Reg
Lo.za/ Laze
LIFTING POINT DETAIL
SCALE
1 : 12.5
1 : 25
KEV.1 | REVISION 1/2012
REY,
REVISION
NOTES :
1 : 12.5
1. ALL DIMENSIONS SHOWN ARE IN WETERS UNLESS OTHERWISE INDICATED.
2. DESIGN LIVE LOAD: HL-93.
3. A MINIMUM ULTIMATE COMPRESSIVE STRENGTH FOR A 150×150x150 MM. CUBE AT 28 DAYS AS FOLLOWS:
5.
A) FOR PRESTRESSED PLANK GIRDER
B) FOR BRIDGE SLAB TOPPING AND SHEAR KEY
C) FOR SIDEWALK AND BARRIER
50 MPC. (510 KG/CM2y
40
MP4. (408 KG//cu2)
35 MPO. (357 KG/CM
PRESTRESSING TENDONS MAY BE RELEASED AFTER CONCRETE HAS ATTAINED A MINIMUM
ULTIMATE COMPRESSIVE STRENGTH OF 35 MPG (357 KG/CM2) FOR THE STRANDARD CURE,
REBAR SIZES SMALLER THAN 12 MM. SHALL BE TIS 20 GRADE SR 24 PLAIN ROUND BARS, OTHERS SHALL BE TIS 24 GRADE SO 40 DEFORMED BARS UNLESS UNLESS OTHERWISE INDICATED,
THE TYPE OF PC. PLANK GIRDEN MAY BE USED WITH PIERS FOR SLAB BRIDGE HAVING THE SAME SPAN LENGTH.
#.
PC. PLANK GIRDER SHALL BE UFTED AT BOTH ENDS, MOSPAN LIFTING IS PROHIBITED.
7.
瑟
$.
10.
DOWELS FOR HOLDING PC. PLANK GIRDER OVER PIERS SHALL BE PROVIDED AT EVERY ALTERNATE GIRDER.
IF PIERS FALL WITHIN THE TRANSITION OF HORIZONTAL CURVE. THE TOP OF CAP BEAM
SHALL BE SUPERELEVATED IN ACCORDANCE WITH THE ROADWAY SUPERLEVATION SO THAT THE
PS. PLANK GIRDER SHALL BE ON A SMOOTH PLANE ELEVATION OF FINISHED SURFACE SHALL BE ATTAINED
BY ADJUSTING THE CONCRETE TOPPING THIS SHALL BE DONE WITH THE APPROVAL OF THE ENGINEER.
CASTING LENGTH OF A GIRDER SHALL BE 1 ON. SHORTER THAN THE SPAN LENGTH.
O SIDEWALK OR BARRIER REINFORCEMENT SEE SECTION A-A AT DWG, ND. PG-101
THIS DRAWING IS USED IN CONJUNCTION WITH DWG. NO. PG-101, PO-105 AND PG-104.
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS STANDARD ORAWING
0'-45' SKEW PC. PLANK GIRDER BRIDGE
GIRDER REINFORCEMENT DETAILS
SIGNATURE"
BUREAU OF LOGAYON
DESONED: 3.OH. & CONSULTARTS
CHECKED:
¡DATE: OCT 2015
İSCALE: AS SHOWN
SUBÄHTTED:
OMRECTOR OF LOGAYON & DENGH BUREAUJ
[DWG HO, PG-102
140 2017
APPROVED :
BATE
ISHEET YOL 209/RI
(FOR DIRECTER GENERAL)
*
0.276
0.05
0.05
0.236
0.0%
0.05
H
0.205
0.00
900
0.16
0.36
10
0.80
0.35
CO. PLANK
6.00 M. SPAN
0.10
0.35
CG. PLANK
0.05
0.35
0.13
4.36
0.13
+
+
0.80
0.99
7.00 M. SPAN
0.18
0.34
#
0.80
ఈ
CR PLANK
0.35
0.13
+
DACH
.10
0.35
GG. PLANK
0.35
0.13
+
ROW 1 = 2 STRANOS
+
ROW 2 - 5 STRANDS TOTAL 10 STRANDS
1010.1030,10l0.10l0.10l0.10l0.100.05
0.80
0.99
5.00 M. SPAN
ROW 1 - 2 STRANOS
ROW 2 - 10 STRANDS
TOTAL * 12 STRANDS
ROW 1 - 2 STRANOS
ROW = 10 STRANDS TOTAL = 12 STRANDS
ROW 1 - 2 STRANDS
nghi nghi ngờ một
ROW 2 * 12 STRANDS
TOTAL
* 14 STRANDS
0.05
せ
0.35
2.05
어느
GOO
6.05
0.450
0.99
8.00 M. SPAN
EXTERIOR GIRDER STRAND ARRANGEMENTS
SOULE
1 : 10
0.31
0.05
0.05
0.18
++
0.35
08. PLANK
0.35
0.05
0.05
10.05
0.05
D.05
0.05
0.05
0.05
10,00
0.80
0.99
9.00 M. SPAN
0.16
0.35
0.310.10
0.80
CG. PLANK
TABLE DEBONDING DETAIL FOR BRIDGE SPAN 5.00 TO 12.00 M.
PLANK GIRDER
0.13
SPAN
ROW
DEBONO
NO.
LENGTH FROM
END GIRDER
5.00
5.00
ROW 1 = 2 STRANDS
7.00
B1.00
2
2
1.00
80W 2 = 14 STRANDS
TOTAL = 18 STRANOS
9.00
Z
2
1.00
13.00
2
2
1.00
100.03
12.00
Z
2
1,00
0.35
0.13
0.05
+
ROW !
2 STRANDS
NOTES :
0.39
10.00 M. SPAN
CG, PLANK & HOLES
0.19
0.38
0.35
0.10.
0.24
0.30
0.27
0.18
一般
GOO
0.80
0.99
12.00 M. SPAN
200
10.05
10.05
soro
19.05
HOW 2 = 14 STRANDS
TOTAL
16 STRANDS
3.
ROW 1 # 2 STRANDS
-✰ HOLE
NOW 2 × 16 STRANDS
TOTAL
10 STRANDS
Andes de PARENTI PERA
ALİ, KA
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE INDICATED
DESIGN LIVE LOAD : HL-83.
$
MIX, DESIGN OF CONCRETE FOR PRESTRESSED PLANK GIRDER HAVE A MINIMUM ULTIMATE
COMPRESSIVE STRENGTH OF 50 MPG, (510 KG/CM2) FOR CUBE STRENGTH AT 28 DAYS.
PRESTRESSING :
4.1 LOW RELAXATION SEVEN WIRE STRANDS #12.7 MM. IN ACCORDANCE WITH TIS 420
4.2 MIN CHARACTERISTIC STRENGTH OF STRAND 180 KN.
4.3 INITIAL PRESTRESS SHALL. BE 75% OF CHARACTERISTIC STRENGTH.
SYMBOLS OF PRESTRESSING STRANDS
BOND PRESTESSING STRANDS
DEBOND PRESTESSING STRANDS, DEBONDING LENGTHS FROM GIRDER ENDS
THIS DRAWING IS USED IN CONJUNCTION WITH DWG. NO. PG-101, PG-102 AND PG-104
REVISION
[STČKA TANKE,
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS
STANDARD DRAWING
0-45 SKEW PC. PLANK GIRDER BRIDGE STRAND ARRANGEMENT DETAILS (EXTERIOR PLANK)
DESIGNED: DAH & CONSULTANTS.
CHECKED!
BUREAU OF LOCATIOM
DESIGN
[DATE: OCT 2015
[SCALE: AS SHOWN
SUBMITTED :
(GETIK OF LOGĄBON » OCSIGN BUNEAU)
[DWG NQ, PG-103
AIN 2017
APPROVED ?
DATE
SHEET NO.
(FOR DIRECTOR GONERAL)
210/RI
C
300
L
0.275
0.05
0.075
0.05
0.205
0.05
p
0.076
FOG
0.078
0.375
PLANK
0.375
0.12
0.075
0.07
(0.10
0.125
0.17
0.325
PLANK
0.325
0.17
#1125
0.12
+
0.375
0.125
OLD
0.65
0.99
5.00 M. SPAN
+
fi
ROW ! = 2 STRANDS ·
ROW 2 = 10 STRANDS
TOTAL = 12 STRANDS
01.85
0.99
6.00 M. SPAN
0.85
0.99
Q PLANK
7.00 M. SPAN
0.12
& PLANK
A
#
0.85
0.99
8.00 M. SPAN
+
0.375
0.12
9.075
+
0.375
0.075
承
SCALE
ROW 1 - 2 STRANDS
ROW 2 - 10 STRANDS TOTAL * 12 STRANDS
ROW 1 = 2 STRANDS
ROW 2 = 12 STRANDS
TOTAL # 14 STRANDS
0.450
2.05
0.05
4.35
0.10
0.10
10.07
0.05
0.075
BOW 1 -
2 STRANDS
ROW 2 = # STRANDS
TOTAL = 10 STRANDS
PLANK
0.12
0.375
0.375
0.075
0.85
0.88
9.00 M. SPAN
0.075
ROW 1 - 2 STRANDS
+
ROW 2 - 14 STRANDS
TOTAL
16 STRANDS
2010
PLANK
4.12
0.375
0.375
0.12
0.075
0.27
3,10
0,05
0.85
0.80
10.00 M. SPAN
+
ROW 1 - 2 STRANDS
0.05
(0.10
0.07
ROW 2 = 14 STRANDS
TOTAL = 18 STRANDS
↑ PLANK & HOLES
pally
0.375
0.375
0.12
0.245
0.25
0.28
0.245
0.078
INTERIOR GIRDER STRAND ARRANGEMENTS
1:10
0.075
0.85
0.99
0,075
0,05
10.05
0.05
10.05
10.05
0.05
0.07
12.00 M. SPAN
ROW
HOLE
2 STRANDS
ROW 2 = 1G STRANDS
TOTAL = 18 STRANDS
NOTES :
TABLE DEBONDING DETAIL FOR BRIDGE SPAN 5.00 TO 12.00 M.
ON0630
PLANK GIRDER
SPAN
LENGTH FROM
ROW
NO.
END GIRDER
$.00
6.00
7,00
8.00
*
2
1.00
D.CO
2
2
1,00
10.00
2
2
1.00
12.00
2
1.00
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE INDICATED.
2. DESIGN LIVE LOAD: HL-93.
3. MX. DESIGN OF CONCRETE FOR PRESTRESSED PLANK GIRDER HAVE A MINIMUM ULTIMATE
COMPRESSIVE STRENGTH OF SO MPG. (510 KG/CM2) FOR CUBE STRENGTH AT 28 DAYS.
4. PRESTRESSING :
4.1 LOW RELAXATION SEVEN WIRE STRANDS # 12.7 MM. IN ACCORDANCE WITH TS 420
43 MIN CHARACTERISTIC STRENGTH OF STRAND 180 KN.
4.3 INITIAL PRESTRESS SHALI, BE 75% OF CHARACTERISTIC STRENGTH.
6. SYMBOLS OF PRESTRESSING STRANDS
BOND PRESTESSING STRANDS
DEBOND PRESTESSING STRANDS, DEBONDING LENGTHS FROM BIRDER ENDS
6. THIS DRAWING IS USED IN CONJUNCTION WITH DWG. NO. PG-101, PG-102 AND PG-103
| REY/1 | REVISION 1/2017
REV
KEVERÉK
SKÉPEKTURE
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS
STANDARD DRAWING
0'-45' SKEW PC. PLANK GIRDER BRIDGE STRAND ARRANGEMENT DETAILS (INTERIOR PLANK)
DESIGNED, G.OH. & CENSUS, TAKIE CHECKED T
MREAU OF LONSKIHEN:
* DESIGN
SUBMITTED :
(BRECTOR OF LOZATAN & DESƏN BUREAUI)
[DATE: OCT 2015
[SCALE: AS SHOWN
ING NO. PQ-104
LAM 2017)
APPROVED:
¡SHEET NO.
DATE
(FOR DIRECTOR GENERAL)
211/81
94
0.045
0.07
0.02
0.07
0.07
20'0'
SIDEWALK T100T
SIDEWALK
BARRER
BRIDGE
ROADWAY WIDTH (9.00-15.00 M.)
SEE PRECAST MORTAR DRAIN PIPE FIRST DRAIN 250 M. FROM GIRDER ENDS, NEXT EVERY 5.00 M. SPACING
·0812 0.20
SEE DETAL "A"
CAST-IN-SITU CONCRETE TOPPING MINIMUM THICK 0.10 M.
--SEE DETAIL. *1*
0812 0 0.20
SIX
፡
SCALE
SIX
#15.2 MM TRANSVERSE TIE STRAND. @
BRIDGE SECTION (WITHOUT SIDEWALK)
1 : 50
BROGE
ROADWAY WIOTH
(3.00-15.00 M.)
SEE DETAIL "A"
SEE PRECAST MORTAR DRAIN PIPE FIRST-DRAIN 2,50 M. FROM GIRDER ENDS,
NEXT EVERY 5.00 M. SPACING
CAST-IN-SITU CONCRETE TOPPING MINIMUM THICK 0.10 M
SEE DETAIL *I*
-0812 @ 0.20
·D812 ₺ 0.20
SIZ
K
SIX
$15.2 MM TRANSVERSE TE STRAND
BRIDGE SECTION (1.00 M. SIDEWALK)
SCALE
1 : 80
SEE PRECAST MORTAR DRAIN PIPE FIRST DRAIN 2.50 W. FROM GIRDER ENDS,! NEXT EVERY 6,00 M. SPACING,
SEE DETAIL ****
0812 ◊ 0.20
-0912 0.20
512
BRIDGE
ROADWAY WIDTH (9.00-18.00 M)
SEE DETAIL "A
CAST-IN-SITU CONCRETE TOPPING MINIMUM THICK 0.10 M.
31%
415.2 MM TRANSVERSE THE STRAND
BRIDGE SECTION (1.50 M. SIDEWALK).
SCALE
1 : 50
0.045
0.93
0.90
0.045
0.045
0.99
0.07
о
40'0
qu
b3
0.07
07 | 51 52
0.07
SECTION A
SCALE
A
- 1 : 20
SECTION B
SCALE
0.99
0.80
0.045
0.045
* : 20
b2 bl
SECTION C
C
SCALE
1 : 20
*0.09
0.07
0.07
SECTION D -
D
SCALE
1 : 20
1.4
ZU
h4
H4
મ
SIDEWALK
11.50)
SIDEWALK
(1.00)
0.99
BARRIER
0.18
0.63
0.18
66.0
EXTERIOR
INTERKIR
0.18
0.631
0.15
HOONS
200
SPAN
PIER
1/2
0.21
0.21
BOX BEAM ARRANGMENT (SKEW Oʻ)
SCALE
1 : 75
€ SPAN
A
X1
འདི་མི་་་་1
450 MM. HOLE
FOR. THE STRAND
A
10
495
TE STRAND HOLE
475 MM. MOLE
FOR DOVEL R225
FILLED WITH CAST-IN-SITU
CONCRETE
#75 MM, HOLE
FOR DOWEL BAR
E. F
0.00
0.20
0.30
0.30
0.80 1
INTERIOR GIRDER PLAN (SKEW 0")
SCALE
13: 50
SPAN
x1
*1
#50 MM. HOLE
FOR ME STRAND
0.495
:475 MM. HOLE
FOR DOWEL BAR
E
F
4.48
0.20
0.30 -
0,30
0.60
1/2
D
0.18
0.63
0.13
66'0
0.18
EXTERIOR
k
GIRDER
INTERIOR
GIRDER
SPAN
€ PIER
& PIER
2
2.
0.21
0.21
TIE STRAND HOLE
0.02
EXPANSION END FILLED
MASTIC JOINT SEALER
#75 MM. HOLE FOR DOWEL RB25
WTH HASTIC JOINT SEALERİ CONCRETE TOPPING
FIX END GROUTED
FFILLED WITH
CAST-IN-SITU CONCRETE
NON SHRINKAGE MORTAR
0.42
0.21
0.21
90X BEAM ARRANGMENT (SKEW < 45')
SCALE
1 : 75
0.63
0.18
WITH MORTAR
#50 MM. HOLE
FOR PC STRANDS
150k20 MM. ELASTOMERIC BEARING PAD PLACING CONTINOUSLY ACROSS THE WOTH OF SLAB
CAP BEAM DETAIL
SCALE
1 : 75
SPAN
X1
*X1
*SÓ MM. KOLE FOR TIE STRAND
B
#75 MM. HOLE
FOR DOWEL BAR
“STEEL BEARING PLATE," $250MM, 20 MM THICK
#445' (MAX) F
Add
1/2
0.20
0.00
0.30
0.60
INTERIOR GIRDER PLAN (SKEW < 45')
SCALE
1 : 50
SPAN
017
X1
/*
1/2
X1
#50 MM. HOLE
FOR TE STRAND
0.30
0.80
0:495
#75 MM. HOLE
FOR DOWEL BAR
8 445 (MAX) F
0.20 (MN)
0.30
56'0
0,99
0.09
0.10
#50 ML.
ANCHORAGE HEAD ---NON SHRINK GROUT USING
THE SAME COLOR AND TEXTURE AS BOX BEAM
--- PLASTIC CAP FILLED WITH
L-PLASTIC TUBE WITH WATERTIGHT
CONNECTION AT ANCHORAGE
LPC STRAND #15.2 MMC
BLOCK OUT
DETAIL *1*
SCALE 1 : 10
SEE DETAIL OF
CAST-IN-PLACE SLAB
0.30
-2-0812 (TYP)
-0812 @ 0.20 (TYP)
SEE DETAIL OF SHEAR KEY, 0812 ⚫ 0.20
0.01
-0812 0 0.16 (67)
EXTERIOR GIRDER PLAN (SKEW O')
SCALE
1 : 50
HOLE FOR. TE STRAND
LU
2/4
X1
X1
10.20
0.20
0.30
0.30 2
0.60
W/4
1/2
SECTION E E SCALE
+
TABLE BOX BEAM CONCRETE OÛTUNE FOR SPAN 15.00 M. AND 20.00 M.
EXTERIOR GIRDER PLAN (SKEW < 45')
SCALE
HOLE FOR TE STRAND
1 : 50
NOTES:
10.20 (MIN)
X1
X1
0.20
0.30
0.30
0.80
SECTION F
F
SCALE
1: 50
BOX BEAM
BOX BEAU DIMENSION (M.)
SPAN (M.)
L
L'
1/2
1/2 | 1/2-1/
bl
b2
h3
hi
h2
h3
h4
h5
#
$7.
X1
0.29*
15.00
14.98
7.50
3.75
7.49
3,74
0,18
0.10
0.18
0.28
0.14
0.09
0.10
0.30
0.35 6.60 0.10
0.35**
0.29*
20.00
19.98.
10.00 5.00
9.99
4.99
0.16
0.10
0.18
0.38 0.18
0.08
0.20
0.30
0.40
0.70
0.10
0.36**
REMARK :
* FOR INTERIOR BOX BEAN
FOR EXTERIOR BOX BEAM
DETAIL "A"
SCALE 1 : 20
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE INDICATED
2. DESIGN LIVE LOAD : HL-93.
3. CAST-IN-SITU CONCRETE FOR BRIDGE SLAB TOPPING AND SHEAR KEY BETWEEN
PC, BOX BEN SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH
OF 40 MPG. (408 KG/CM2) FOR 150×150x150 MM, CUBE AT 28 DAYS
4. CAST-IN-SITU CONCRETE FOR SIDEWALK, CURB AND BARRIER SHALL HAVE
A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 35 MPG. (357 KG/CM2) FOR 150x150x150 MM. CUBE AT 28 DAYS
5. LENGTH AND LOCATIONS OF LAP SPLICE OF REBARS SHALL BE APPROVED
BY THE ENGINEER
6. DETAILS OF REBAR AND STRAND ARE SHOWN IN DWG. NO. BB-102
AND B8--103, RESPECTIVELY
7. THIS DRAWING IS USED IN CONJUNCTION WITH DWG. NO. BB-102 AND BB-103
(@) USE #15.2 MM 7 WIRE LOW RELAXATION STANDS AND RUSTPROOF. AFTER CASTING
CONCRETE TOPPING 3 DAYS, THE JACKING FORCE AFTER LOSS SHALL BE 150 KN/STRAND.
9. TRANSVERSE TIES SHALL BE COVERED BY A SEAMLESS POLYPROPYLENG SHEATH AND
SUBMITTED FOR APPOVAL..
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS STANDARD DRAWNS
0-45' SKEW PC. BOX BEAM 15.00 M. AND 20.00 M. SPAN PLANS AND SECTIONS
DESIGNED: D.OH. & CONSULTANTS
REY.2] REVISION 3/2021
| AEVY | REMISION 1/2017
REY.
| SUBMITTED :
[AN -2017
APPROVED 1
REVISION
ZGRAJURE
DATE
CHECKED :
EVREAU OF LONGATION
A DESIGN
DATE: OCT 2015
اسكر
BOALE: AS SHOWN
(DIRECTOR OF LODATION & DESKM BUREM)
DWGNO. 88-101
SHEET NO. 212/R2
FOR BARREDIOR SENERAL)
SPAN
0.20
D816 * 0.20 10***
0916 @ 0.20--
BARRIER (0.50)
SEE BARRIER DETAIL
·SEL PRECAST MORTAR DRAIN PIPE
-0812 © 0.20€
SIX
-0812 0 0.20 (TYP)
3--2-0812
WITHOUT SIDEWALK DETAIL
SCALE
1 : 25
INTERIOR. INTERIOR EXTERIOR
GIRDER Í GADER Í GADER
SPAN
€ PIER
0.21
0812 * 0.30 WITH SIDEWALK D815 @ 0.20 WITH SKEWALK
SEC, DETAIL OF SHEAR KEYS, 0812
0.20
BOX GIRDER ARRANGMENT (SKEW < 45')
SCALE
1: 60
0812 @ 0.20 WITH SIDEWALK
D916 0.15 WITHOUT SDEWALK
$75 M. HOLE
FOR DOWEL RAZS
PLAN
SHEAR KEYS DETAIL SCALE
1 : 10
2-DB12
0.15
RBB 0 0.10-
0.30
0c8645
-DB]2 • 0.10 (TOP)
RBB * 0.10 (BOTTOM)
-RED © 000 L 0.10 C
0812 • 0.15 (BOTTOM) ·
EXTRA REINFORCEMENT PLAN (SKEW <
SCALE
3 : 20
45')
SIDEWALK
(15,00)
DAIZ # C.20"+3-08201
AT RAUNG COLUMN
0812 ◊ 0.20
00'
0812 0.20
SEE PRECAST MORTAR DRAIN PIPE
DB12 * 0.20
-0812 • 0.20
Da16
0.20
DB16 ⚫ 0.20
0.50
SIDEWALK (1.50)
0812 @ 0.15 (TYP.)
3-Ras
EXTRA
1.50
SPO
0.70
D812 @ 0.20~+3 0820г
EXTRA
AT RAILING COLUMN
DB12 0 0.20
S-RBO 2-889
RA9 @ 0.15
D812 • Q.15 (1.)-
3-R89-
S-RAB 2-889-
-2-RES
0812 e 0.20
RE9 0.15
RBD 0 0.15
-6-889
SEE PRECAST MORTAR DRAIN MPE DB12 € 0.20
PT-0817 • 0.29#
0.54
0.40
0.50 (TYP.)
0812 0.20
4-RO9
0.10
0.40
0.10
0.50
D812 0.20
(TYP.)
DB12 * 0.20
DB12 ⚫ 0.18 (TYP.)-
3-RES
5-R89
2-R39
-2-ROB.. -5-RB9
R99 @ 0.15
0812 0.15
4-RBS
ABS © 0.15 (CF.)
L9.50
g
1.00 M. SIDEWALK DETAIL
SCALE
7 : 26
SECTION A - A (WITHOUT SIDEWALK)
SECTION A
0.60
0912 0.20 (
-2-0812
SCALE
1 : 25
SCALE
-RUS @ 0.15 (EFR)
A (1.00 M. SIDEWALK).
1 : $
-2-R69
6-R39
-4-RB9
~RBS • G.15 (EF.)
SECTION A
SCALE
A (1.50 M. SIDEWALK)
1 : 25
--0812 D 0.20 (TYP.)
--2--OB12
D816 0.20
DB16 * 0.20---
0.40 0.35
0.40
0.10
0.40
0.10
0.80
1.50 M. SIDEWALK DETAIL
0.45
0.70
0812 0.20 ---
0.50
-0812 ► 0.20
GB12 * 0.20
0812 @ 0.20
DB12 @ 0.15 (TYP))"}
SONE
1 : 25
0.50
1
DB12 0,15 (TYP.).
RBS @ 0.10 [ R26 0 0.10 (
0812 @ 0.15 mg 3-RBS-
0812 ◊ 0.15
RBB * 0.15*.
3B12 0,15
· S-RDD
0.30
3-809
fig
0.085
·xas • 0.10 []
RB9 * 0.10
0.20
RB9 @ 010L
R89 00:10
SECTION B SCALE
·RAB • Q.15 (EF)
∙DB12 * 0.15 (TYP)-
ROS © 0,10
R36,0 0.10 (
B (WITHOUT SIDEWALK)
(TYP)
0.30
RB6 0 0.10
REE • 0.10 (~
1 : 25
-RE9 0 0.15 (EF.)
-809 @ 0.15 (EF)
SECTION B SCALE
لتجويد
B (1.00 M. SIDEWALK)
SECTION B
لحريم
B (1.50 M. SIDEWALK)
1 : 75
SCALE
1 : 25
NOTES :
RBS @ 0.15
E-RB9
4-RB9
- RUG # 0.15#
0.15
-4-869 ---6-889
·RBB • 0.15
RB6 0 0.10
Ra9 0.10
10.30 10.301
BX
EXTERIOR BOX GIRDER REINFORCEMENT LONGITUDINAL SECTION NOT
ר
ESPAN
DB12
DB12 * 0.15
-0812 0 0.15
RBS # 0.15)
0.15
·D812 0 0.16
3-RB9
S RB9
ROB * 0.15
8-289
896 0 0.15#
3 RB7
D
0.30.0.28
0.085
RBB @ 0.10 (
/ 839 0 0.10 1 0.20
RB9 0 0.10 L.
REP @ 0.10
0.50
2-HB9
RB9 0 0.15
DB12 @ 0.15
3-RBO
·D812 * 0.15 (TYP.)
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE INDICATED.
DESIGN LIVE LOAD : HL-93,
2.
3.
0512 0.15
0.30 (TYP.
0,50
(TYP)
-DB12 @ 0.15 (TYP)
4.
S-RED
2-RB9
REC Q10f-
-G-Ras
Ras ⚫ 0.10 t
5.
4-ROS
-HB9 * 0.1S (ER)--
-RA9 • 0.15 (EF)
SECTION C
SECTION D
D
6.
SCALE
1 : 25
SCALE
1 : 25
0.50
0.40
0.50
0.40
0.20
0.10
DB16 0.20-***
DB12 ⚫ 0.20
0812 0 0.15 (TYP.)
6-RB9
2-R89
2-RBB
6-895
4.-289
Rea @ 0.15 (EF.)
0.025 0.025
0.25
0.02510.2010.025
I
VARIES
·MORTAR 1:2 BY VOLUME
PRECAST MORTAR
DRAIN PIPE
SCALE
1 : 20
A MINIMUM ULTIMATE COMPRESSVE STRENGTH FOR A 150×150x150 MM. QUBE AT 28 DAYS AS FOLLOWS:
A) FOR PRESTRESSED PLANK GIRDER
50 MPG. (510 KG/CM2)
B) FOR BRIDGE SLAB TOPPING AND SHEAR KEY 40 MPG. (408 KG/CM2) C) FOR SIDEWALK AND BARRER
MPA. (357 KG/CM2)
PROSTRESSING STRANDS MAY BE HELEASED AFTER CONCRETE HAS ATTAINED
A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 35 MPG. (357 KG/CM2)
FOR THE STANDARD CUBE.
REBARS SMALLER THAN RBB MM. SHALL BE 75 20 GRADE SR 24 PLAIN ROUND BARS, OTHERS SHALL BE TIS 24 GRADE SD 40 DEFORMED BARS UNLESS OTHERWISE INDICATED.
PG. BOX BEAN SHALL BE LIFTED AT BOTH ENDS, MIOSPAN LIFTING IS PROHIBITED. 7. THIS TYPE OF PC. BOX BEAM MAY BE USED WITH FIERS FOR SLAB BRIDGE
HAVING THE SAME SPAN LENGTH.
A
#.
10.
11.
DOWELS FOR HOLDING PC. BOX BEAM ́OVER PIERS SHALL BE PROVIDED AT EVERY ALTERNATE GIRDER.
ANY SPECIAL RAILINGS, IF DIFFERENT FROM THE ABOVE-MENTIONED MAY BE USED UNDER THE APPROVAL OF THE ENGINEER.
DIMENSIONS OF PC. BOX BEAM ARE SHOWN ON DWG NO, BB-101
PRESTRESSING STRANDS ARE DESIGNED AS SHOWN ON DWG. NO. BB--103
12. THIS DRAWING IS USED IN CONJUNCTION WITH DWG. NO. 86-101 AND 25-103
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT
DEPARTMENT OF HIGHWAYS STANDARD DRAWING
C-45' SKEW PC. BOX BEAM 15.00 M. AND 20.00 M. SPAN
REINFORCEMENT DETAILS
RB9 ◊ 0.15
Lane 4-2B9 26-R39
RBG 0.10
RBS 0.10
D812 0 0.15
RBO ⚫ 0.15
10.30 10.30
V/
INTERIOR BOX GIRDER REINFORCEMENT LONGITUDINAL SECTION
NOT
3.
SCALE
REINFORCEMENT DETAIL (BRIDGE SIGN)
SCALE
1 : 25
REV,2) REVISION 5/2021
| REVEL | REVISION 1/201)
BIX.
REVISION
DESIGNED: Þ‚à‚K & CONSULTANTS CHECKED :
BUREAU OF LOCATION
& DESIGN
IDATE: OCT 2015-
BCALE: AS SHOWN
SUBMITTED ;
JAN 2021|
JAR 2017
APPROVED:
FOXECTOR OF LOCATION & DESIGN BUREAU)
TWO NO. BB-102
| SIGNATURS] DAR
SHEET NO. 213/82
(FÖR DIRECTOR SEHERAL)
வே
(003801-88\side Dup pl
0.60
0.05
0.05
08:0
50'0
Z
4.
$
$
7
B
E
10
17
12
13
14
15
16
17
18
90'0
90'0
0.05
4
5
€
2
3
jykata e juny
2
£ SPAN
ROW 1
·2-PRESTRESSING TENDONS
& SPAN
ROW 2
16-PRESTRESSING TENDONS
€ SPAN
1.00
0.045
口
0.10
SCALE
ROW 3
19-PRESTRESSING TENDONS
DEBOND PRESTRESSING TENDON PLAN OF EXTERIOR BOX BEAM (20.00 M. SPAN)
0.495
BOX BEAM
0.495
0.35
0.35
0.10
0.99
15.00 M. SPAN
0.045
ROW 1. 2 STRANDS
ROW
4 STRANDS
ROW 3. 14 STRANDS
TOTAL = 20 STRANDS
020
0.05
INTERIOR BOX BEAM SECTION
SCALE
C.G.BOX BEAM
0.495
0.49
0.045
0.35
0.35
145
3500
whe
0.99
15.00 M. SPAN
(0.10
**
܀
ROW *. 2 STRANDS
NOW 2
4 STRANDS
ROW 3. 14 STRANDS
TOTAL = 20 STRANDS
SO'O
0.05
1 : 20
BOX BEAM
0.496
040445*
0.495
0.045
.10
0.35
0.35
10
0.045
0.09
20.00 M. SPAN
1 : 10
C.G.BOX BEAN
0.495
$.495
0.05
0.045
0.35
62'0
0.00
0.05
0.70
EXTERIOR BOX BEAM SECTION
SCALE
0.99
20.00 M. SPAN
1 : 12.5
0.145.
*
OCOCAS
0.145
0.70
0.15
0.145
0.10
0.10.
0.30
0.10.
0.10
0.15
ja 9 0,05ics @ 0,05)
0.045
0.99
0.045
0.99
56'0
ROW 1, 2 STRANDS
5.
ROW 2, 6 STRANDS ROW 3. 18 STRANDS
TOTAL = 26 STRANDS
ROW 1.
2 STRANDS
ROW 2, B STRANDS
ROW 3, 18 STRANDS
TOTAL - 26 STRANDS
NOTES :
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE INDICATED
2, DESIGN LIVE LOAD : HL--23.
3. MIX. DESIGN OF CONCRETE FOR PRESTRESSED BOX BEAM HAVE A MINIMUM ULTIMATE
*
COMPRESSIVE STRENGTH OF 50 MPO. (510 KG/CM^) FOR CUBE STRENGTH AT 28 DAYS.
PRESTRESSING :
4.1 LOW RELAXATION SEVEN WIRE STRANDS # 12.7 MM. IN ACCORDANCE WITH TIS 430 4,2 MIN CHARACTERISTIC STRENGTH OF STRAND 180 KN.
43 INITIAL PRESTRESS SHALL BE 75% OF CHARACTERISTIC STRENGTH.
SYMBOLS OF PRESTRESSING STRANDS
#
BOND PRESTESSING STRANDS
DEBOND PRESTESSING STRANDS, DEBONDING LENGTHS FROM GIRDER ENDS
6, THIS DRAWING IS USING IN CONJUNCTION WITH DWG. NO, BB-101 TO BB--102
CONSTRUCTION SEQUENCES
1. CONCRETE OF THE BOX BEAM AFTER A MINIMUM ULTIMATE STRENGTH OF
35 MPG. (357 KG/CM2) FOR CUBE STRENGTH HAS REACHED. THE PRE-TENSIONING
STRANDS MAY BE RELEASED.
2. PLACE THE GIRDERS IN POSITIONS THEY SHALL BE LIFTED AT BOTH ENDS.
THE MIDSPAN LIFTING IS PROHIBITED.
3. THE NEXT ADJACENT GIRDER SHALL BE CONNECTED AGAINST THE FIRST ONE BY
SHEAR CONNECTORS AS SHOWN IN DWG. NO. BR-101
4. THE CONCRETE OF SHEAR KEYS IS THE SAME PROPERTIES AS THE
CAST-IN-SITU SLAB.
5. WEARING SURFACE IS NOT ALLOWABLE EXCEPT THAT WATERPROOF IS INSTALLED
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS
STANDARD DRAWING
0-45 SKEW PG. BOX BEAM 15.00 M. AND 20.00 M. SPAN STRAND ARRANGEMENT DETAILS
BUREAU OF LOCATION
DESIONED: BLOK & COMSULTANTS
CHECKED :
* DENON
SUBMITTED :
APPROVED:
SIGNATURE
DATE
(DIRECTOR OF LEGATION & DESION BURBA
(FOR DIRECTOR, GENERALĮ
DATE: OCT 2015
[SCALE: AS SHOWN
DWG NO. 88-103
ISHEET NO
214
1.00
VARIES
0.95
0.375
0.225
0.05
4-0815
2--0816
2-0816
6-0812
2-0816 (3
TOP OF DECK SLAB
0816 @ 0.20
TOP OF ROADWAY-
SURFACE
D816
0.30
SCALE
1.00
300
VARIES
t
0.05
0.075
0.62
SEE DWS.NO. BB-102
2-0816
08120 0.20
2-0816
6--0812
2-0818
3
TOP OF ROADWAY
SURFACE
A
0.50
0.06+
0.18
0.256
TOP OF DECK SLAB
0.075
+-0818
10.02
0.30
0.15
0.070
0.10
0.075
SEE FIN DETAI
...
AT DWG.NO, B8-102
0.25
6-DB12
1.15
1.10
0.77
0.05
VARIES
0.075
0.255
2-0816
0812 0 0.20;
2-0816
8-0812
2-0816
TOP OF ROADWAY! SURFACE
TOP OF DECK SLAB
4-DB16
10.02
DB18 0.20
D814 0.20
0812 € 0.20
DIMENSION TO MATCH SUPERSTRUCTURE
·MORTAR GROUT 0.02 THICK
DIMENSION TO MATCH -- DB16 0 0.20 SUPERSTRUCTURE
DB18 @ 0.20
TRAFFIC BARRIER TYPE 1
SCALE
1 : 10
SCALE
TRAFFIC BARRIER TYPE 2
1 : 10
↑ PER
0.30
0.02
0,50
0.064
0.10 0.18
0.256
-DETAIL "B" (12)
SEE DWG.NO. BB-102
SCALE
6-0912
WELDED
SPAN LENGTH
(5.00 20.00 M.)
TYPICAL RAILING POST SPACING
1 : 50
-HOLE 0.10×0.25
FOR ROADWAY WOTH (12,00 M. Ø 4.00 M.
FOR ROADWAY WDTH >12.00 M. & 3.00 M.
0.10
1.50 (MAX)
WOTH OF PEDESTRIAN WALKWAY
TRAFFIC BARRIER AND PEDESTRIAN RAILING
1: 10
0.02
0.20
10.101
0.85
0.20
-2-RB9
·RB9 # 0.20
100s
VARIES
0.25
0.02
0.02
0.07
414
10.02
0.18
0.30
0.18
0.075
0.50
0.240
0.05
0.10
0.075
0.076
0.15
10101
SEE FIN DETAIL
AT DWG.NO. 88-102
10.101
0.45
10.101
0.35
MORTAR GROUT 0.02 THICK
-DB12 0 0.20
? PIER
S
0.30
0.02
0.10
0,10
VARIES
0.45/
0.02
1X
0.35
PVC # 4′′ THE 8 MM.
FOR ROADWAY WOTH $ 12.00 M. ☀ 4.00 K FOR ROADWAY WOTH > 12.00 . ● 3.00 M
1.50 (MAX.)
WOTH OF PEDESTRIAN WALKWAY
PEDESTRIAN BARRIER
SCALE
10.00 (MAX)
900
6-DB12
-6--0812
0816. 0.20
(D816) © ɖ20 (INSIDE FACE)
DOWEL BAR FROM SUPERSTRUCTURE
4-0912
RB9 0 0.20
5-0816 (EF.)
4-REB
DB:2 @ 0,20
0.20
10.00 (MAX)
2.70
0.01 (T)
2.70
VARIES
2.70
2.70
(LIN)
4-0320
0.01 (TYP)
4-DA20 (4)
0.80
6-0812
0816 1010.20
0916 0.20 (INSIDE(FACE)
0.80
ASPHALT 0.05 THK,
DOWEL BAR FROM SUPERSTRUCTURE
DOWEL BAR FROM SUPERSTRUCTURE
0.29
10:00 (MAX)
VARIES
2.70 (MIN)
(CHAMFER 0.02
6-0812
0916 10 0.20
DB18) • 0.20 (INSIDE)FACE)
SECTION A
A
SCALE
1 : 10
TABLE OF RAILING POST SPACING
SPAR (M)
5.00
6.00
7.00
8.00
9.00
10.00
15.00
20.00
SPACINO, S (M.)
1.45
1.80
1.00
1.85
1.88
1.28
1.80
1.94
10
0.45
3.301
1,00
0.079
VARIES
DB16 @ 0.20
0.02
0.15
1 : 10
REV.1 | REVISION 1/2017
REY.
REVISCH
NOTES:
CHAMFER 0.02
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE INDICATED.
2. SCOPE OF APPLICATION OF TRAFFIC RAILING IS BASED ON THE HEIGHT OF 1.18 K. (TEST LEVEL 5)
3
4.
FOR HL-93 HIGHWAY TRUCK (AASHTO LRFD, 2012). THE BARRIER IS SUITABLE ONLY IN SPECIFIC
LOCATIONS WHERE HIGH-SPEED, HIGH-ANGLE IMPACT WITH THE RAILING (SUCH AS SHORT RADIUS CURVES) OR SITE-SPECIFIC SAFETY CONCERNS.
A MINIUM 28-DAYS 150x150x150 MM. CUBE STRENGTH SHALL BE 35 MPG (367 KG/CH ↑
REBARS 0812 OR LARGER SHALL BE TIS 24 GRADE 5040 DEFORMED BARS, OTHERS SHALL BE
115 20 GRADE SR 24 PLAIN BARS UNLESS OTHERWISE INDICATED
5. ANY SPECIAL RAILINGS, F DIFFERENT FROM THE ABOVE-MENTIONED MAY BE USED UNDER
THE APPROVAL OF THE ENGINEER.
6. CLEAR CONCRETE COVER SHALL BE 30 MM. UNLESS OTHERWISE INDICATED
7.
ALL EXPOSED CORNERS SHALL HAVE 20 MM. CHAMFERS UNLESS OTHERWISE INDICATED.
THE LONGITUDINAL REINFORCING BARS FOR THE CONCRETE BARRIER SHALL BE CONTINUOUS BETWEEN BRIDGE EXPANSION JOINTS. WHERE SPLICES ARE REQUIRED,
THE LENGTH OF THE LAP SHALL BE SUFFICIENT TO DEVELOP EACH BAR.
$. IN SOME CASE, TRAFFIC RAILING MAY BE SUBSTITUTED BY GUARD RALS FASTENED
ON CONCRETE RAILING POSTS AS APPROVED BY THE ENGINEER.
10. DETAILS OF REBARS SHOWN ARE FOR TRAFFIC RAILING ONLY, REBARS DETAILS IN SIDEWALKS AND CURBS ARE SHOWN ON SLAB BRIDGE DRAWINGS OF BRIDGE DECK AND SIDEWALKS.
11. PAINTING AT THE END FACES OF RAILING AND SIDEWALK WHICH EXPOSED TO TRAFFIC OF ANY)
SHALL BE PROVIDED BY APPLYING ALTERNATE STRIPES OF BLACK AND WHITE COLOUR OF 0.10 M. WIDE EACH AND 45 DEGREE TO THE HORIZONTAL PLANE, WHITE PAINT SHALL BE LIGHT REFLECTED ONE, THE GALVANIZED STEEL PIPE SHALL BE USED FOR DIFFERENT APPLICATION ON HIGH SPEED HIGHWAYS OR SITE-SPECIFIC SAFETY CONCERNS AS REQUIRED
12.
ACO THE EXTRA BAR AT THE ENDS OF SPAN
SMOOTH DOWEL BARS SHALL BE COATED WITH ASPHALT OR OTHER APPROVED MATERIAL ON BARRIER SIDE OF BRIDGE TO PERMIT MOVEMENT.
15. THIS DRAWING IS USED IN CONJUNCTION WITH DWS. NO. BR-102
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS
STANDARD DRAWING
TRAFFIC AND PEDESTRIAN BARRIERS REINFORCEMENT DETAIL.
DESIGNED: 0.08 & CONRATANTS CHECKED:
BOREN OF LOCATION * DESIGN
SUBMITTED:
H 2013
APPROVED :
SEGNATURE
BATE
[DATE: OCT 2015
SCALE: AS SHOWN
DIRECTOR OF LOGANÓN & DESIGN BUREKU}
DWG NO, BR-101
SHEET NO. 289/#!
(FOR ØRECTOR. DENERAL)
10-DB10 (EXTRA BAR)
0:ald dag 2015\GR=102{{RSVOO)
WELDED
0.05
0.10
------ ཀ - ཐཾ
10.00 (MAX)
10.00 (MAX)
0.02 (TYP.)
n @ 0.15 = 1.50 (MAX)
* @ 0.15 = 1.50 (MAX)
no 0.15 * 1.80 (MAX)
n @ 0.15 - 1.50 (MAX)
·STAINLESS STEEL PIPES, #21X1.5 MM. THICK.
SEE DETAIL OF HANDRAIL BASE PLATE
PEDESTRIAN RAILING ELEVATION
SCALE
1 : 20
PLATE
0.35
0.03
0.09.
0.03
PLATES 10 THICK -***
4-M16 (#18MM.) J-BOLTS
WITH WASHERS & NUTS
EMBEDDED LENGTH 0.15 M.(MIN)
200
VARIES
1.15.
0.05
1.10
0.075
0.255
0.03
SCALE
0.03
€ PLATE
-M16 (#18MML) J-BOLTS
WITH WASHERS & NUTS
EXBEDDED LENGTH 0.15 M.(MIN))
-STAINLESS STEEL PIPES,
#21x2.1 MM. TRICK.
#125MM. GALVANIZED – STEEL PIPE
##0.18-
DETAIL OF HANDRAIL BASE PLATE
RB90 0.20
WELDED ⚫ 0.40 (12)
DB12 * 0.20
TOP OF ROADWAY
SURFACE
-TOP OF DECK SLAB
VELDED O 0.40
0916 0.20 --!
0818 • 0.20
SECTION
0.50
0.18 0.08 0.241
0812 0 0.20
0.075
0.05
0.075
10-RB9
0.075
0.15
0.101
0.25
1: 10
BARRIER FIN DETAIL
SCALE
1,50 (MAX)
Loa
0.01
7
-#30MM. HOLES FOR 14MM.
4.85 MIA.
TOGGLE BOLTS BOTH SIDES
ま
DETAIL "8"
SCALE
# : 10
ELEVATION
1: 10
-R-0.45
BUM
·4-M20 (#2004M.) J-BOLTS WITH WASHERS & NUTS EMBEDDED LENGTH 0.25 M.(MIN)
1.50 (MAX.)
SEE SUPERSTRUCTURE
0.01
STAINLESS STEEL PIPES,
15x1.2 MM. THICK.
STAINLESS STEEL PIPES,
#1*x1.2 KM. THICK.
#2X2.1 MM. THICK,
STAINLESS STEEL PIPES,
$
STAINLESS STEEL PIPES,
*11*1.2 MM. THICK.
0.23
0.04
0.15
6.04
9 MM. THK.
PLATES 10 MM. THICK-
4- M20 (#20MM.) J-BOLTS
WITH WASHERS & NUTS
EMBEDDED LENGTH 0,25 M.(MN)
4.05
0.05
0.04
0.04
0.23
& PLATE
BARRIER TYPE 1
VARIES
6-0812
DS18 @ 0.20
OUTSIDE FACE-
0.40
0.02 CHAMFER (TYP.)
6-0812
CHAMFER 0.01
D816 @ 0.20
INSIDE FACE
0.01
0.40
4-0520
10.10 0.01 SAP @ 10.00 (MAX)
SECTION A Å
SCALE
1 : 10
0.20
0.08
0.10
0.04
9 KM. THEX-in
PLATES 12 MM. THICK
4- M20 (#20MM) J-BOLTS WITH WASHERS & NUTS EMBEDDED LENGTH 0.25 M.(MIN)
SECTION B
K
B
SCALE
1 : 10
NOTES:
1.50 (MAX)
1.
2.
}}
0.05
0.05
BARRIER TYPE 2
GÃO
€ PLATE
PRECAST FIN
3818 0 0.20
4.
ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE INDICATED,
SCOPE OF APPLICATION OF TRAFFIC RAIUNG IS BASED ON THE HEIGHT OF 1.15 M. (TEST LEVEL 5)
FOR HL-83 HIGHWAY TRUCK (AASHTO LRFD, 2012). THE BARRIER IS SUITABLE ONLY IN SPECIFIC
LOCATIONS WHERE HIGH-SPEED, HIGH-ANGLE IMPACT WITH THE RAILING (SUCH AS SHORT RADIUS CURVES) OR SITE-SPECIFIC SAFETY CONCERNS.
A MINIMUM 28-DAYS 150×150x150 MM, CUBE STRENGTH SHALL BE 35 MPG. (357 KG/CĤ )
REBARS DB12 OR LARGER SHALL BE TIS 24 GRADE SD40 DEFORMED BARS, OTHERS SHALL BE
TIS 20 GRADE SR 24 PLAIN BARS UNLESS OTHERWISE INDICATED.
5. ANY SPECIAL RAILINGS, IF OFFERENT FROM THE ABOVE-MENTIONED MAY BE
*
8.
9.
10.
11.
(12)
USED UNDER THE APPROVAL OF THE ENGINEER.
CLEAR CONCRETE COVER SHALL BE 30 MM. UNLESS OTHERWISE INDICATED
ALL EXPOSED CORNERS SHALL HAVE 25 MM. CHAMFERS UNLESS OTHERWISE INDICATED.
THE LONGITUDINAL, REINFORCING BARS FOR THE CONCRETE BARRIER SHALL BE
CONTINUOUS BETWEEN BRIDGE EXPANSION JOINTS, WHERE SPLICES ARE REQUIRED,
THE LENGTH OF THE LAP SHALL BE SUFFICIENT TO DEVELOP EACH BAR.
IN SOME CASE, TRAFFIC RAUNG MAY BE SUBSTITUTED BY GUARO RAILS FASTENED ON CONCRETE RAILING POSTS IF APPROVED BY THE ENGINEER.
DETAILS OF REBARS SHOWN ARE FOR TRAFFIC RAILING ONLY, DETAILS REBARS IN SIDEWALKS AND CURBS ARE SHOWN ON SUB BRIDGE DRAWINGS OF BRIDGE DECK AND SIDEWALKS.
PAINTING AT THE END FACES OF RAILING AND SIDEWALK WHICH EXPOSED TO TRAFFIC (IF ANY) SHALL BE PROVIDED EIT APPLYING ALTERNATE STRIPES OF BLACK AND WHITE COLOUR OF 0.10 M.. WIDE EACH AND 45 DEGREE TO THE HORIZONTAL PLANE, WHITE PAINT SHALL BE UGHT REFLECTED ONE FIELD WELDS SHALL BE CONNECTED BY ELECTRODE (E60), CONFORM TO TIS 49
13. THIS DRAWING IS USED IN CONJUNCTION WITH DWG. NO. BR-101
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS
STANDARD DRAWING
TRAFFIC AND PEDESTRIAN BARRIERS PRECAST FIN AND RAILING DETAILS
BUREAU OF LOCATOR
DESIGNED: B,CUM, & CONSEJAHIS CHECKED:
DATE: OCT 2015
SCALE: AS SHOWN
APPROVED :
DATE
REF.
SUBMITTED :
(DMTECTOR OF LODATION & DESION BUREAU)
DWG HO, BR-102
SHEET NO.
290
FOR DIRECTOR GENERAL)
VARIES
VARIES 10.10
0.02) 10.05
Cid dwg 2019\{J=10}[REVOC)
EXPANSION JOINT SPECIFICATIONS
1. THE USE OF EXPANSION JOINT SHALL MEET THE REQUIREMENTS AS FOLLOWING TABLE :
TYPE OF EXPANSION JOINT
COMPRESION SEAL
STRIP SEAL
MODULAR JOINT
FINGER JOINT OR TEETH JOINT
MAXIMUM GAP
(MM)
PROPERNES OF
MOVEMENT
REMARK
440
SMALL MOVEMENT
FOR CONCRETE SURFACE
40-70
MEDIUM MOVEMENT
>70
LARGE MOVEMENT
470 MM/GROOVE
>70
LARGE MOVEMENT
2. EXPANSION JOINT FOR SMALL MOVEMENT SPECIFICATIONS :
2.1 INSTALL BRIDGE EXPANSION JOINT TOGETHER WITH CONSTRUCT SLAB BRIDGE
2.2 DEFORM BAR SHALL BE TIS24 GRADE SD40 PEFORMED BARS OTHER BARE SHALL BE TIS20 GRADE SR24 PLAN BARS UNLESS OTHERWISE INDECATED 2.3 RUBBER TUBE SHALL BE CHLOROPRENE RUBBER (R) AND MEET CONDITION AS FOLLOWS :
PHYSICAL PROPERTIES
REQUIRED
TEST METHOD
TENSILE STRENGTH (MPG.)
138
ASTM D412
ELONGATION AT BREAK, MM.I
260
ASTM D412
HARDNESS, TYPE A DUROMETER, CHANGE
5525
ASTM D22402
OVER AGING AT 212F FOR 70 HRS.
CHANGE IN TENSILE STRENGTH, MAXE
20
ASTM D573
142
CHANGE IN ELONGATION AT BREAK. MAXX
CHANGE IN DUROMETER HARDNESS, POINT
20
O TO +10
OIL SWELL ASTM OIL $3 AT 212F FOR 70 HRS.
CHANGE BY WEIGHT, MAXX
45
ASTM D471
NO CRACK
ASTM D1149
OZONE RESISTANCE 207 STRAIN, 300 PPHU N AR
AT 104F FOR 70 HRS.
2.4 RUBBER TUBE SHALL BE CONTINUOUS MEMBER LENGTH
2.6 WELDING STANDARD SHALL CONFORM TO AISC OR AWS OR EQUIVALENT
28 ANCHOR BAR AND STEEL PLATE AFTER FABRICATED SHALL BE NOT DRIP GALVANIZED WITH THE THICKNESS
OF NOT LESS THAN 378 GRAMS/SQ.M. (1–25 OUNCES/SQ.FT.) AND SHALL BE SAMPUNG FOR TESTING AS FOLLOWS
PRODUCTION QUANITTY
NO.OF SAMPUNG
2
501 820
3
Sty
821 1,200
*
1,201 1,600
1,801 2000
2.7 LUBRICANT/ADHESIVE SHALL CONFORM TO ASTM D-4070
2.8 ALLOW STEEL PLATE TO BE BREAKED AT HALF OF SPAM LENGTH
2.9 THE CONTRACTOR SMALL PROMDE BLOCK OUT FOR THE EXPANSION JOINT IN ACCORDANCE
WITH THE MANUFACTURER'S INSTRUCTION. THE BLOCK OUT SURFACE SHALL BE ROUGHENED. CLEANED AND COATED WITH EPOXY RESIN BEFORE PLACING OF THE NON-SHRINK CONCRETE
2.10 NOTE FOR ASPHALT SURFACE
2.10.1 GROOVE PAVED ASPHALT SURFACE BEFORE 24 HOURS AND SEAL WITH MASTIC JOINT FILLER 2.10.2 MASTIC JOINT FILLER SHALL BE TI9479 OR EQUIVALENT
2.103 ALL DIAMENSIONS ARE MILLIMETER UNLESS OTHERWISE INDICATED
3. EXPANSION JOINT FOR
MEDIUM AND LARGE MOVEMENT SPECIFICATIONS :
3.1 THE CONTRACTOR SHALL PROVIDE BLOCK OUT FOR THE EXPANSION JOINT IN ACCORDANCE
WITH THE MANUFACTURER'S INSTRUCTION
3.2 THE BLOCK OUT SURFACE SHALL BE ROUGHENED, CLEANED AND COATED WITH
EPOXY RESIN BEFORE PLACING OF THE NON-SHRINK CONCRETE
3.3 THE EPOXY RESIN SHALL BE IN ACCORDANCE WITH ASTM C881 TYPE 1 GRADE 2 OR EQUIVALENT
3.4 MAIN ELEMENTS WHICH ARE METAL COMPONENT SHALL HAVE PROPERTIES AS FOLLOW 3.4.1 THE WEATHERING STEEL SHALL BE CONFORMED TO ASTM A580 OR EQUIVALENT
3.4.2 THE ALLUMINUM ALLOY SHALL BE CONFORMED TO ASTM 6061 OR 6003 OR EQUIVALENT
PRODUCTION QUANTITY
009
NO.OF SAMPLING
ALL
501
1200
5
1201 3200
#
3201
10000
13
<10000
20
3.3 UNLESS OTHERWISE SPECIFIED ON THE DRAWING, THE NEOPRENE OR CHLOROPRENE RUBBER (CR)
OR ETHYLENE PROPYLENE DIGNE TERPOLYMER (EPDM) SHALL HAVE THE FOLLOWING PROPERNES :
PHYSICAL PROPERTIES
TENSILE STRENGH, MIN. (MPG)
REQUIRED
TEST METHOD
CR
EPOM
13.8
$
ASTM D412
ELONGATION AT BREAK, WIN.Z
250
280
ASTM D412
HARDNESS, TYPE A DUROMETER, POINTS CHANGE
55:35
55 TO 75
ASTM D2240
ASTM 0573
OVEN AGING AT 212F FOR 70 hrs,
CRANGE IN TENSILE STRECH,
MAX.X
20
20
CHANGE IN ELONGATION AT BREAK
MAXI
02
CHANGE IN DUROMETER
HARDNESS, POINT
OR SWELL ASTM OL #3 AT 212F FOR 70 HRS.
CHANGE BY WEIGHT WAX X
20
0 TO +10
O TO +10
45
NO TEST
ASTM D471
4. THE SAMPLE SHALL BE TESTED BY THE DEPARTMENT OF SCIENCE SERVACE (DSS) OR THAILAND INSTITUTE OF
SCIENTIFIC AND TECHNOLOGY RESEARCH (MISTR}) LOCATED AT BANG POO INDUSTRIAL ESTATE OR OTHER AGENCIES THAT DEPARTMENT OF HIGHWAYS HAS CERTIFIED. THE TEST SHALL BE COMPLETED WITHIN & WONTHS AFTER THE CONTRACT SIGNED.
5. THE NEOPRENE SHALL BE CONTINUOUS ALL THE JOINT, THE SHAPE OF NEOPRENE IS DEPEND
ON MANUFACTURER'S STANDARD. THE FINGER OR TEETH JOINT SHALL NOT PERFORM AS GUTTER ON DECK. 6. THE CONTRACTOR HAVE TO PROPOSE THE METHOD TO FIX THE NEOPRENE WITH METAL COMPONENT
FOR APPROVAL. THE CONNECTION SHALL BE WATERTIGHT AND CAN PROTECT ANY DEBRIS TO FALL INSIDE THE EXPANSION JOINT. HOWEVER. THE NEOPRENE SHALL BE UNCOMPUCATED TO CHAGE
WITHOUT REMOVAL OF AMY METAL COMPONENTS.
7. FABRICATED, FIXING AND FURNISHING SYSTEM SHALL BE DONE IN ACCORDANCE WITH THE
MANUFACTURER'S SPECIFICATION AND SHOWN ON THE APPROVED DRAWING. ALL PROCESS OF INSTALLATION SHALL BE CONDUCTED BY THE SKILL WORKMANSHIP OF MANUFACTURER OR SUPPLIER.
8. THE BLOCK OUT IN DECK SLAB SHALL CONFORM TO THE MANUFACTURER'S INSTRUCTION. THE BLOCK OUT
SHALL BE FILLED WITH NONSHRINK CONCRETE MIXED WITH APPROVED ADDITIVE. THE NONSHRINK CONCRETE SHALL NOT BE EXPANDED MORE THAN SA AND THE COMPRESSIVE STRENGTH OF
0.15x0,15x0.15 M. STANDARD CUBE SHALL NOT LESS THAN 40 MPQ. (41 KG/Å ) AT 28 DAYS.
9. THE PROPOSED EXPANSION JOINT SHALL HAVE BEEN USED IN THAILAND OR ABROAD NOT LESS THAN 10 YEARS.
10. THE CONTRACTOR AND MANUFACTURER OR SUPPLER SHALL GUARANTEE THE EXPANSION JOINT
SYSTEM NOT LESS THAN 10 YEARS. ALL COMPONENTS AND FIXING SYSTEM SHALL BE IN PROPERLY CONDITION. ANY DEFECTS OCCUR DURING GUARANTEE PERIOD SHALL BE REPAIRED OR CHANGE THE NEW ONE WITHOUT NO COST CHARGE TO DEPARTMENT OF HIGHWAY.
11. WITHIN 120 DAYS FROM CONTRACT SIGNING DATE, THE CONTRACTOR SHALL, SUBMIT THE
DESCRIPTION, DETAILED DRAWINGS, CALCULATION SHEET, INSTALLATION METHOD AND ALL REQUIRES DOCUMENTS CONCERNING TO THE EXPANSKIN JOINT TO THE BUREAU OF LOCATION AND DESIGN. CONTRACTOR SHALL SUBMIT THE SAMPLES TO APPROVED AGENCIES FOR TESTING NOT LATER THAN
180 DAYS BEFORE THE END OF CONTRACT. 12. IN CASE MODULAR JOINT OR TEETH JOINT OR FINGER KINT IS PROPOSED TO UTILIZE, THE
CONTRACTOR SHALL SUBMITTED ADDITIONAL DOCUMENTS AND STRICTLY PERFORM AS FOLLOWING: 12.1 THE CONTRACTOR SHALL SUBMIT THE RESULTS OF FATIGUE TEST, FATIQUE DESIGN AND
CHEMICAL PROPERTIES OF MAIN ELEMENT. THE TEST SHALL BE CONDUCT NOT MORE THAN 3 YEARS AND THE MANUFACTURER SHALL CERTIFIED THE RESULT
12.2 THE CONTRACTOR SHALL CARRY OUT THE CHEMICAL TEST OF SAMPLES TAKEN FROM MAIN
ELEMENT. THE TEST SHALL BE CONDUCTED BY APPROVED AGENCIES IN THAILAND. 13. ALL ONMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE INDICATED.
THE
OZONE RESISTANCE 30% STRAIN, 300 PPHM. IN AIR, AT 104 F FOR 70 HRS.
NO CRACK
NO CRACK
ASTM D1140
?
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS
DESIGNED; QOH & CONSULTANTE
STANDARD DRAWING EXPANSION JOINT
SPECIFICATIONS
CHECKED:
BUREAU OF LOCATION
DATE: OCT 2015
19CALE; AS SHOWN
APPROVED:
REVISION
SKOMATURE
BAT
SUBMITTED :
ESPECTOR OF LOGABON & DESIGN BUREAU)
be
(FOR DETECTOR GENERAL)
DWG NO.
E-101
SHEET NO. 303
D:\DOM\2-KUUMWgiu (@umuahy1-STANDARD PREAL~?~CAD{ENG)_2015\6_w}}@mfa?k\Ex-103(NEVO))
2
i
*
2-0816
ASPHALTIC CONCRETE-
7-0816
DBZ 0.15
SEE RC. DETAIL.
2-0616
*
JOINT
0.023 (AN)
MASTIC JOINT FILLER
CELOTEX WITH TAR
ASPHALTIC CONCRETE
a
4.025 (MIN)
44
0.025
(WIN)
(MAXIMUM GAP 40 MM.)
TYPICAL SECTION OF SMALL MOVEMENT.
NOT
TO
€ JONT
SCALE
-PLATE :
SEE PLATE JOINT DETAILS
ASPHALNG CONCRETE
RUBBER
感
2-0816
ASPHALTIO CONCRETE-
2-0318
0812 @ 0.15*
2-0816
CAST-IN-SITU FOR --- FINISHING JOINT
JONT
W
(MAX)
ELASTOMERIC SHEET
ASPHALTIC CONCRETE
*** PLATE
(GAP 40 - 70 MM.) TYPICAL SECTION OF STRIP SEAL
NOT
SCALE
BLOCK OUT
-SEE RC. SLAB DETAIL
ROUGHNESS SURFACE
€ JOINT
0.07
0.07
(MAX)
(MAX)
BEAMS
SEALING RUBBER
ASPHALTIC CONCRETE
2-0816-
PLATE
ASPHALTIC CONCRETE
0812 0 0.15 D
2-0B16
9130-2
ROUGHNESS SURFACE
CAST-IN-SITU CONCRETE
FOR FINISHING JOINT
·CAST-IN-SITU CONCRETE FOR FINISHING JOINT
(GAP > 70 MM.)
TYPICAL SECTION OF TEETH AND FINGER JOINTS
NOT
TO
SCALE
OLLYEL
DIRECTION
wwwww
PLAN OF TEETH JOINT.
PLATE JOINT DETAILS
NOT
TO
SCALE
TRAFFIC DIRECTKIN
PLAN OF FINGER JOINT
-SUPPORT BAR
*
(MINIMUM GAP> 70 MM. AND < 70 MM./GROOVE) TYPICAL SECTION OF MODULAR JOINT
NOT
TO
SCALE
BLOCK OUT ·
SEE RC. SLAB DETAIL
ROUGHNESS SURFACE
NOTES:
1. ALL DIMENSIONS SHOWN ARE IN WETERS UNLESS OTHERWISE INDICATED.
2. THE DIMENSIONS OF W AND EXTRA BAR (*) DEPEND ON BLOCK OUT REQUIREMENT AND SUPPUER
3. ALL WELDING PROCESS AND CONNECTION DETAILS ARE PROVIDED BY SUPPLER
KINGDOM OF THAILAND
MINISTRY OF TRANSPORT DEPARTMENT OF HIGHWAYS
STANDARD DRAWING EXPANSION JOINT
ASPHALT BRIDGE SURFACE
DESKINED: DOK & CONSULTANTE CHECKED :
BUREAU OF LOCATION
* DESION
[DATE: OCT 2015
1
SCALE: AS SHOWN
SUBMITTED
(DIRECTOR OF LOCATION & DESIGN BIMEM))
DWG NO. E-103
RENJ | REVISION 2/2019
54 / 2018
APPROVED:
REMSION
{SESNATURE] DATE
(FOR DIRECTOR SEHERAU
SHEET NO. 305/NI